It*/- 


jjujpfajfufllr^ 


hi 

3UW  THE  LIBRARIES 
95^ 

COLUMBIA  UNIVERSITY 
I  'CVS 


Avery  Library 


/ 


Digitized  by  the  Internet  Archive 
in  2017  with  funding  from 
Columbia  University  Libraries 


https://archive.org/details/usefulinforrnatio00phoe_0 


USEFUL  INFORMATION 

FOR 

Architects,  Engineers, 


Workers  in  Wrought  Iron, 

BY  THE 

PHCENIX  IRON  COMPANY. 


OFFICE, 

410  WALNUT  STREET,  PHILADELPHIA. 

WORKS, 

Phcenixville,  Pa. 


REVISED  EDITION,  1556. 

COPYRIGHT,  1885,  BY  PHCENIX  IRON  COMPANY. 


PRINTED  BY 

J.  B.  LIPPINCOTT  COMPANY, 


PHILADELPHIA. 


THE 


Ph(enix  Iron  Company 

410  Walnut  St.,  Philadelphia, 

MANUFACTURERS  OF 

Wrought  Iron  Roof  Trusses, 

EITHER  CURVED,  STRAIGHT,  OR  HIPPED. 

ALSO, 

Wrought  Iron  Purlins  and  Jack  Rafters, 

ARRANGED  TO  SUIT  SHEET  IRON  OK 
SLATE  COVERING. 


LINKS, 

TO  FORM  BOTTOM  CHORDS  FOR  BRIDGES, 

OF  ANY  SIZE  OR  LENGTH, 

MADE  WITHOUT  WELDING. 

Patent  Wrought  Iron  Columns 

FOR  TOP  CHORDS  OR  POSTS  OF  HR  I  DOES  OR 
PIERS,  DEPOTS,  FACTORIES,  ETC. 


ALL  PARTS  OF 

Bridges  or  Fire  Proof  Floors  and  Roofs 

MADE  AND  FITTED  TO  SUIT  DESJGNS  OF 
ENGINEERS  AND  ARCHITECTS. 

BEAMS,  ANGLES,  T  AND  SHAPE  IRON, 


REFINED  BARS,  ETC. 


OFFICERS.  ^0 


DAVID  REEVES,  President, 
GEORGE  GERRY  WHITE,  Secretary, 
JAMES  O.  PEASE,  Treasurer, 
PHILADELPHIA. 


W.  H.  REEVES,  General  Superintendent, 
AMORY  COFFIN,  Chief  Engineer, 

R.  H.  DAVIES,  Master  Mechanic, 

PHCENI X  VI LLE. 


Correspondents  will  please  address 

PH(EN1X  IRON  COMPANY, 

JplO  Walnut  Street, 


PHIL  A  DELPHI  A. 


BLAST  FURNACES. 


CONTENTS. 

PAGE 

Air,  notes  on . 

.  125 

Angle  brackets . 

86 

Angle  iron,  price-list . 

.  48 

properties  of  . 

64 

Arches  of  floors . 

.  90 

Areas  of  circles . 

155 

Avoirdupois  weight . 

•  159 

Bar  iron,  price-list . 

43 

sizes  of . 

.  42 

properties  of . 

.  60 

weight  of . 

.  .  128 

Beams,  deck,  price-list . 

45 

I,  as  floor  joists . 

•  •  85 

details  of  construction . 

90 

elements  of . 

•  75 

girders . 

.  126 

price-list . 

•  44 

properties  of . 

.  6l 

table  for  spacing . 

.  4° 

tables  of  strength  and  stiffness 

78 

Bearing  values  of  rivets . 

•  59 

Bending  moments  of  pins . 

58 

Boiler  tubes,  tables  of . 

•  143 

Bolts,  tables  of  ...... 

141 

Bracing  of  roofs  ...... 

.  1 12 

Brackets,  angle . 

86 

Brass,  weight  of . 

•  136 

Bricks,  hollow . 

92 

Cast-iron  pipes,  weight  of  .... 

•  133 

Channel  iron,  price-list . 

46 

properties  of . 

62 

Circles,  areas  of . 

155 

circumferences  of . 

•  154 

properties  of . 

148 

Cisterns,  capacity  of . 

•  145 

Colors  of  iron  caused  by  heat  .... 

124 

Columns,  cast  and  wrought  .... 

.  96 

fire-proofing  ....... 

95 

9 


THE  PHCEN1X 

IRON 

COMPANY, 

Columns,  formulae  for 

I’AGE 

.  98 

price-list 

52 

tables  of  sizes  . 

.  IOO 

Comparative  strength  of  beams  . 

72 

columns 

98 

Compound  Girders 

88 

Copper,  weight  of 

•  i36 

Corrugated  iron  . 

134 

Cubic  measure  . 

•  158 

Deck  beams,  price-list  . 

45 

Deflexion,  formulae  for 

•  76 

Diagram  for  I  beams  . 

4° 

Dies,  list  of 

•  54 

Diminution  of  tenacity  of  wrc 

ught  iron 

122 

Elasticity,  modulus  of 

.  118 

Elements  of  beams 

75 

Equivalents,  trigonometrical 

•  «5i 

Eye  bars,  list  of  dies  for 

54 

proportions  of  . 

.  IO4 

Fire-proofing  columns  . 

95 

Flagging  .... 

•  145 

Floor  glass  .... 

145 

Floors  .... 

.  69 

Formulae  for  columns  . 

98 

deflexion  . 

•  76 

strength  of  beams  . 

74 

French  measures 

■  156 

Galvanized  iron  . 

134 

Gas-pipe  .... 

.  142 

Gauges,  wire 

135 

Girders,  beam  . 

.  126 

compound 

88 

Glass,  sizes  of  . 

.  144 

Gravity,  specific  . 

147 

Hollow  Bricks  . 

•  92 

Kirkaldy's  conclusions  . 

119 

Lead,  weight  of 

.  136 

Linear  expansion  of  metals  . 

123 

List  of  dies 

Long  measure 

156 

Machine-shop  roofs  . 

I 


IO 


410  WALNUT  ST., 

PHILADELPHIA. 

Mansard  roofs 

page 

108 

Melting  point  of  metals  . 

124 

Miscellaneous  shapes  . 

51 

Modulus  of  elasticity 

n8 

Nails,  sizes  and  weights 

139 

Natural  sines,  etc.,  table  . 

152 

Nuts,  tables  of  sizes 

140 

Phoenix  columns,  price-list 

52 

tables  of  sizes 

100 

tests  of  ... 

116 

Pins,  proportions  of 

104 

Pipe,  weight  of  cast-iron  . 

133 

Price-list,  angles  . 

48 

bar  iron  .  . 

42 

beams,  deck  . 

45 

beams,  I  . 

44 

channels 

46 

miscellaneous  shapes  . 

5i 

Phoenix  columns  . 

52 

T  bars  .... 

47 

Properties  of  circles 

148 

iron  ..... 

119 

triangles 

150 

Purlins  .... 

106 

Railroad  spikes  and  splices  . 

135 

Rails,  weight  per  mile 

135 

Rivets,  table  of  weights 

138 

shearing  and  bearing,  values  of 

59 

Roofs,  bracing  of  . 

1 1 2 

general  details  . 

102 

machine-shop 

1 1 2 

Mansard  .... 

108 

Rules  for  weight  of  iron 

132 

Screw  ends,  upset,  sizes  of 

55 

Separators  and  bolts,  tables  of 

86 

Shearing  values  of  rivets  . 

59 

Sines,  table  of  .  natural  . 

153 

Skew-backs  .... 

IO4 

Slate,  sizes  of 

146 

Spacing  of  beams 

40 

Specific  gravity 

147 

1 1 


THE  PHCENIX  IRON 

COMPANY. 

PAGE 

Specifications  of  quality  . 

.  117 

Splices  and  bolts . 

135 

Square  measure  .... 

•  157 

Strength  of  beams  . 

72 

Surveying  measure  .... 

.  .  .  .  156 

Tables  of  beams.  I.  Elements  of 

75 

II.  Strength  of 

.  78 

III.  Spacing  . 

40 

Table  of  bolts . 

.  141 

cast-iron  pipe  .  .  .  . 

133 

glass  . 

.  144 

nails  and  tacks  .... 

139 

nuts . 

.  I4O 

rivets . 

•  •  •  138 

round  and  square  iron 

.  130 

sizes  of  columns  .  .  .  . 

IOO 

spacing  of  beams 

.  40 

strength  of  beams 

78 

strength  of  columns  . 

.  .  .  .  98 

washers . 

141 

weight  of  bar  iron 

128 

weight  of  wire  .... 

137 

T  bars,  price-list  .... 

■  47 

properties  of  . 

68 

Tension,  notes  on  .  . 

.  117 

Tests  of  beams . 

114 

columns . 

Il6 

Triangles,  properties  of 

150 

Trigonometrical  equivalents 

.  151 

Upset  screw  ends . 

55 

Washers,  table  of  ... 

.  141 

Weight  of  bar  iron  .... 

128 

brackets  and  fittings  . 

.  86 

brass,  copper,  and  lead  . 

136 

round  and  square  iron 

130 

separators  and  bolts 

86 

various  substances 

.  147 

wire  ...... 

137 

Wight's  fire-proofing  for  columns 

.  95 

Wire  gauges . 

135 

Wrought-iron  columns 

.  96 

12 


>3 


410  WALNUT  ST.,  PHILADELPHIA. 


«s 


THE  PHCENIX  IRON  COMPANY, 


16 


THE  PHCENIX  IRON  COMPANY, 


18 


410  WALNUT  ST.,  PHILADELPHIA. 


NEW  BEAMS. 


>9 


THE  PHCENIX  IRON  COMPANY 


IRON  DECK  BEAMS. 


MINIMUM  SIZE. 


No.  104 

95  TO  112  LBS 


No  88 

85  TO  105  LBS 


16 


«|ei 


7 

lfi 


20 


410  WALNUT  ST.,  PHILADELPHIA 


IRON  DECK  BEAMS. 

MINIMUM  SIZE. 


2 


THE  PHCENIX  IRON  COMPANY, 

STEEL  DECK  BEAMS. 

MINIMUM  SIZE. 

5 .  5“ 


4  2 


22 


410  WALNUT  ST.,  PHILADELPHIA. 


STEEL  DECK  BEAMS. 

MINIMUM  SIZE. 


H 


3" 


23 


I 


THE  PHCENIX  IRON  COMPANY, 


r 

It--, 

 ?5ta 

a  ] 

» 

No.  116 

i 

16  LBS 

M 

34 

3 


24 


&|0< 


410  WALNUT  ST.,  PHILADELPHIA 


THE  PHCENIX  IRON  COMPANY 


k  9  3 

k -  — —  --j, 

£ 


26 


410  WALNUT  ST.,  PHILADELPHIA. 


n" . 


i 

+ 


No.  51 
28  TO  36  LBS 


The  phoenix  iron  company, 


NEW  CHANNELS. 

i|" 


28 


410  WALNUT  ST.,  PHILADELPHIA. 


COLUMN  SEGMENTS. 

ANY  REQUIRED  WEIGHT  BETWEEN  THOSE  SPECIFIED  WILL  BE 
ROLLED  TO  ORDER. 

17  LBS 


37  LBS 


B1 


4  SEG 


42 'A  LBS 


^  4  SEG 


4  4  SEG 


*  6  SEG 


*  8  SEG 


29 


30 


410  WALNUT  ST., 


PHILADELPHIA. 


THE  PHCENIX  IRON  COMPANY, 


32 


J 

410  WALNUT  ST.,  PHILADELPHIA. 


•  li 

No.  56  e  lbs 


No.  135 
14/4  LBS 


No.  32 

9  LBS 


if 

It" 


No.  34  6  LBS 


No.  33  454  lbs 


33 


THE  PHCENIX  IRON  COMPANY, 


EQUAL-SIDED  ANGLES. 


34 


410  WALNUT  ST.,  PHILADELPHIA. 


UNEQUAL-SIDED  ANGLES. 


THE  PHCENIX  IRON  COMPANY, 


STANDARD  SPACING  FOR  HOLES 
IN  BEAM  FLANGES. 


410  WALNUT  ST.,  PHILADELPHIA. 


STANDARD  SPACING  FOR  HOLES 
IN  BEAM  FLANGES. 


•_>  l_"  .  K  ol» 


65 


oiL"  , 

-  8 


3 


37 


38 


410  WALNUT  ST.,  PHILADELPHIA. 

STANDARD  BRACKETS. 


FOR  15"  BKAMS 


FOR  9"  AND  8" 


4  . 

16 

. 

2? 

\ 

. 

-u  • 

-4  -14 

:r 

.)  n 


For  7"  and  e" 


_ tfX- 

f  T 

'  - 

— { 

FOR  5"  AND  4" 


i 


Li- 


.  a  JL . 

-*k 


39 


THE  PHCENIX  IRON  COMPANY, 


LOAD  PER 
SQUARE  FOOT. 


CLEAR  SPAN  IN  FEET. 


LOAD  PER 
SQUARE  FOOT, 


40 


410  WALNUT  ST.,  PHILADELPHIA. 

Price  Current. 


subject 

TO 

CHANGES  OF  MARKET 

WITHOUT  NOTICE. 


NOTE  CONCERNING  SHAPE  IRON. 

If  any  particular  dimension  is  specially  desired, 
attention  must  be  directed  to  it  when  ordering,  as 
slight  alterations  of  patterns  may  occasionally  be 
made  in  the  rolls. 


4 


41 


THE  PHCENIX  IRON  COMPANY, 


SIZES  OF  PHCENIX  BAR  IRON. 


#  ROUNDS.  • 

A>  i>  tV>  3>  A>  t>  33>  H’  i*  1?'  ’>  *3>  '3>  *i>  *3>  i#» 

1},  l|,  2,  2j,  2\,  2|,  2i,  2|,  2j,  2\,  3,  3J,  3j,  3|,  3*. 

3S-  3i  3h  4.  43-  43-  43.  5-  53.  53.  5f>  6.  63.  63-  63>  7- 


■  SQUARES.  ■ 

A>  i>  A*  3>  A-  ti>  H>  3>  I?*  b  3?>  •  >  IA>  !4>  'A> 

I}.  I|.  Ii.  if,  1 1,  I h  2,  2\,  2j,  2f,  2j,  2{j, 

23,  3.  3i.  33.  33.  4.  4} >  4i,  43.  5- 


FLATS. 


Width  in  Inches. 

Thickness  in  Inches. 

Width  in  Inches. 

■  ' 

Thickness  in  Inches. 

Min 

Max . 

Min 

.  Max. 

f 

\ 

to 

1 

4 

3 

to 

33 

1 

i 

to 

3 

43 

3 

to 

33 

4* 

3 

to 

4 

I 

i 

to 

i 

«4 

i 

to 

i 

5 

3 

to 

43 

ij 

i 

to 

I 

5i 

3 

to 

4j 

if 

i 

to 

13 

3 

to 

13 

& 

to 

13 

l. 

5 

4 

i 

to 

13 

61 

3 

to 

2 

>3 

n 

i 

i 

to 

to 

13 

13 

7 

73 

3 

3 

to 

to 

23 

2 

2 

3 

to 

I* 

8 

3 

to 

2.1 

23 

3 

to 

li 

23 

23 

3 

3 

to 

to 

I  i 
n 

9 

3 

to 

*3 

IO 

i 

to 

•3 

3 

3 

to 

2  A 

3} 

i 

to 

2I 

I  I 

3 

to 

«3 

23 

33 

3 

3 

to 

to 

3 

33 

12 

3 

to 

>3 

42 


4-10  WALNUT  ST..  PHILADELPHIA. 


ORDINARY  SIZES. 

|  to  2  inches.  Round  and  Square . v 

i  to  4  “X  I t0  t§  \  Fhts . f 

4l  to  6  “  X  1  to  i  *  I 

EXTRA  SIZES. 

•  ROUND  AND  SQUARE.  ■ 


•  ■  • 

4J  to  4i  .... 

6  p 

T5C- 

A  and  -j&r  .  .  . 

tV- 

4§  to  5 . 

8  p 

T5C- 

1  and  il  •  •  • 

1  p 

T5C> 

5i  to  5^ . 

I  c. 

i  to  2$  .  .  . 

1  p 

T5C- 

Si  to  6 . 

1 1%C* 

to  3i  ... 

3  r 
T<JC* 

6j  to  6A . 

2  C. 

il  to  4  .  .  . 

5  r 
TUC‘ 

6^  to  7 . 

2AC- 

E 

XTRA 

SIZES. 

FLAT 

IRON. 

ixitof  .  . 

4  p 
TUC* 

7  X  2}  to  3I  .  . 

6  p 

tsc> 

1  XA  •  •  • 

4  p 
T<JC* 

1\  X  I  to  1  .  .  . 

4  r 
T(JC* 

1  to  6  X  k  ar|d 

* 

2  p 

T«JC- 

7*  X  ij  to  2  .  .  . 

6  p 

2  to  4  X  t|  to 

2. 

2  p 

8  X  i  to  1  .  •  • 

4  p 
Ttfc* 

2  to  4  X  2 £  to 

3- 

3  p 
T5C' 

8  X  to  2j  .  . 

6  p 

T5C- 

4&  to  6  X  i|  to 

2. 

2  p 

Tffc* 

9  X  1  to  1  .  .  . 

6  p 

Tffc* 

4i  to  6  X  2\  to 

3- 

4  p 
T«JC- 

9  X  to  2  .  .  . 

3  p 

TffC* 

6J  X  1  to  1  .  . 

2  p 

Tffc* 

10  X  1  to  1}  .  . 

8  p 

TUC* 

6A  X  1 1  to  2j 

4  p 
T(JC- 

11  X  1  to  1  i  .  . 

9  r 
Tffc* 

7  X  f  to  1  .  . 

2  r 
Ttfc- 

12  X  1  to  ij-  .  . 

9  r 
TTTC* 

7  X  ii  to  2  .  . 

4  r 
T(JC* 

to  12  wide  X  i  thick,  T2ff  extra  over  f  thick. 

ADDITIONAL  EXTRAS. 

CUTTING  TO  LENGTHS. 

ROUNDS  AND  SQUARES. 

Up  to  4  inches,  io  to  20  feet  long  .  . tV 

Over  4  “  “  “  “  . t35c 

Under  10  and  over  20  feet,  subject  to  agreement. 

FLATS. 

10  to  30  feet  long . -j^c 

Over  30,  for  every  10  feet  or  fraction  thereof,  Ttj c .  extra. 
Under  10  feet,  subject  to  agreement. 


43 


_  _ 

THE  PHCENIX  IRON  COMPANY, 

I  BEAMS. 

SHAPE. 

Ho. 

Depth. 

Width  of 

Thickness 

Weight 

Flange. 

of  Web. 

per  Yard. 

Inches. 

Inches. 

Inch. 

Pounds. 

I 

!5 

54 

.65 

200 

89 

15 

4i 

.50 

150 

r 

•38 

J5 

4t 

.42 

125 

55 

12 

5* 

•59 

170 

57 

12 

45 

•49 

I25 

1 39 

12 

4i 

.38 

96 

114 

10} 

5 

.50 

1 35 

58 

10J 

4i 

•44 

105 

I3I 

10  j 

4l 

•38 

90 

J 

4 

9 

55 

.60 

*5° 

5 

9 

4 

.40 

84 

6 

9 

3* 

•3* 

70 

1  *3 

8 

4J 

•38 

81 

59 

8 

4 

•35 

65 

I  I  2 

7 

4 

•38 

69 

7 

7 

3* 

■35 

55 

1 1 1 

6 

3* 

•3i 

50 

8 

6 

2j 

■25 

40 

J 

L. 

106 

5 

3 

•30 

36 

i°5 

5 

2| 

•25 

30 

65 

4 

2j 

•25 

3° 

IOO 

4 

2 

.20 

18 

To  fill  special  orders,  the  w 

eight  of  any  of  the  above  can 

be  increased  about  ten  per  cent. 

44 


410  WALNUT  ST.,  PHILADELPHIA. 


DECK  BEAMS. 


SHAPE. 


Ho. 

Depth. 

Width 

of 

FI  an  go. 

Thiokners 

of 

Web. 

Weight 

per  Yard. 

Inches. 

Inches. 

Inch. 

Pounds. 

104 

II* 

5 

7 

T1j 

95 

to 

I  12 

88 

IO 

5 

A 

85 

to 

•05 

60 

9 

5 

1 1 

69 

to 

80 

6l 

8 

4i 

2  1 

S? 

60 

to 

72 

62 

7 

4j 

5 

Id 

51 

to 

62 

63 

6 

4i 

A 

42 

to 

51 

64 

5 

3 

3 

If 

35 

to 

40 

STEEL  DECK  BEAMS. 


I4O 

9 

5 

1  5 

84 

to 

95 

139 

8 

5 

if 

73$ 

to 

84 

1 37 

6 

4* 

T% 

54 

to 

63 

62 

7 

4'i 

5 

TA 

51 

to 

62 

63 

6 

4i 

A 

42 

to 

51 

64 

5 

3 

I 

35 

to 

40 

The  dimensions  given  correspond  to  the  minimum  weights. 


4‘ 


45 


THE  PHCENIX  IRON  COMPANY, 


CHANNEL  BARS. 


SHAPE. 

Ho. 

Depth. 

Width  of 

Thickness 

Weight 

Flange. 

of  Web. 

per  Yard. 

Inches. 

Inches. 

Inch. 

Pounds. 

124 

'5 

4 

1 

1 50  to  200 

140 

*5 

3i 

J 

I  15  to  150 

52 

12 

3 

88  to  150 

141 

12 

3 

T5 

60  to  88 

97 

ioi 

34) 

2fJ 

1 

60  only 

130 

10 

2* 

i 

75  to  III 

129 

10 

2* 

1 

57  to  75 

142 

10 

2h 

A 

48  to  60 

1 

1 

53 

9 

2| 

4 

7o  to  100 

1 

1 

1 10 

9 

2\ 

4 

50  to  70 

! 

1 

- 

*43 

9 

2i 

A 

37  to  50 

1 

1 

123 

8 

2| 

4 

47  to  57 

i 

1 

122 

8 

2 

4 

30  to  45 

l 

1 

137 

7 

2i 

is 

35  to  57 

136 

7 

2 

A 

25  to  34 

50 

6 

2J 

A 

47  to  56 

5> 

6 

2tV 

4 

28  to  36 

144 

6 

22  to  28 

I  2 1 

5 

2 

A 

27  to  30 

120 

5 

if 

A 

N 

O 

1 1 9 

4 

2 

A 

24  to  27 

1 18 

4 

>4 

A 

15  to  18 

117 

3 

If 

I 

18  to  21 

1  l6 

3 

ii 

* 

00 

O 

Any  increase  in  thickness  of  web  adds  to  the  width  of 
flanges  and  to  the  weight.  No.  97  does  not  admit  of  any 
change  in  its  dimensions.  The  dimensions  given  corre¬ 
spond  to  the  minimum  weights. 


46 


410  WALNUT  ST.,  PHILADELPHIA. 


T  BARS. 


SHAPE. 

No. 

DIMENSIONS. 

Weight 
per  Yard. 

Inches. 

Pounds. 

23 

5 

X  2f 

X 

i 

35 

25 

5 

X  at 

X 

i 

29 

r32 

4i 

X  3 

X 

25 

T 

46 

4 

X  3* 

X 

3. 

4 

49 

00 

4 

X  2 

X 

5 

JZ 

i6j 

IOI 

32 

X  3i 

X 

i 

28J- 

45 

3 

X  3t 

X 

A 

32 

24 

3 

X  3* 

X 

i 

30 

T 

102 

3 

X  3 

X 

tf 

21 

T 

98 

2i 

X  2* 

X 

1  3 

18 

84 

2  0 

X  2o 

X 

¥ 

l6 

103 

2 

X  2 

X 

9 

"5T 

9 

47 

2| 

X  ifV 

X 

A 

6.} 

Note. — No  change  can  be  made  in  the  above  dimen¬ 
sions. 


47 


THE  PHCENIX  IRON  COMPANY, 

EQUAL-SIDED  ANGLES. 

SHAPE. 

No. 

DIMENSIONS. 

Weight  per  Yard. 

Inches. 

Pounds. 

1 

127 

6  X6  XA«o« 

50.3  to  93.5 

126 

5  X5  X  Mto  ts 

4  X  4  Xl*°H 

37.0  to  62.0 

28.1  to  51.6 

r— 

*5 

3*  X  3i  X  A  to  1 

20.5  to  41.0 

l6 

3  X  3  Xi'°I 

15.0  to  28.1 

37 

2fX2}Xitoi 

13.4  to  25.8 

17 

2\  X  A  X  A  to  i 

10.5  to  23.6 

38 

2}  X  X  A  to  A 

8.0  to  18.3 

18 

2  X  2  X  A to  1 

7.5  to  14.0 

r 

19 

It  X  1}  X  A  to  A 

6.1  to  10. 1 

20 

UXtJX  A to  £ 

44  to  71 

39 

Q  X  *tX  i  to  A 

2.8  to  4.3 

40 

1  Xi  X  4  to  A 

2.4  to  3.6 

Note. — The  sides  of  Angles  agree  only  with  the  mini¬ 
mum  thickness  in  table;  they  increase  in  width  as  the 
thickness  increases. 

Orders  should  specify  either  the  thickness  or  the  weight 
required,  but  never  both. 

48 


410 

WALNUT  ST.,  PHILADELPHIA. 

UNEQUAL-SIDED  ANGLES. 

SHAPE. 

No. 

DIMENSIONS. 

Weight  per  Yard. 

Inches. 

Pounds. 

87 

x  4  x  ift  to  i 

40.7  to  74.8 

91 

6  X  4  X  ft  to  4 

36.5  to  71.2 

r 

92 

6  X  3  }  X  ft  to  ft 

33.8  to  56.2 

1 

4i 

5  X  4  X  3  to  1 

3*-9  to  53.1 

93 

5  X  3}  X  At  to  ^ 

27.5  to  55.0 

42 

5  X  3  X  TV  to  | 

23.6  to  47.1 

43 

4}  X  3  X  I  to 

26.5  to  39.7 

94 

4  X  3-V  X  1  to  t95 

26.5  to  39.7 

r 

44 

4  X  3  X  tV  t°  tV 

20.5  to  36.9 

i 

95 

35  X  3  X  tV  to  t9s 

19.7  to  34.1 

86 

3  X  aj  X  ft  to  i 

13.0  to  25.8 

109 

3  X  2  X  i  to  ft 

1 1.9  to  17.8 

96 

2j  X  Ift  X  A  to  j 

7.5  to  9.0 

See  note  on  opposite  page. 

49 


410  WALNUT  ST.,  PHILADELPHIA. 


MISCELLANEOUS  SHAPES. 


SHAPE 

Ho. 

DIMENSIONS. 

Weight 
per  Yard. 

Inches. 

Pounds. 

1 

IIS 

10  X  l  Bulb 

62 

"V 

'33 

3^  X  2  X  A 

25 

+ 

•35 

X 

m1 

c n| 

X 

mL 

or 

14} 

+ 

32 

N) 

X 

X 

9 

I- 

33 

x 

rf*|co 

X 

Hcs 

c-l 

4i 

+ 

34 

if  X  H  X  A 

6 

— 

56 

4  X  A 

9 

( 

107 

. 

7i  X  A  to  i 

IS  to  45 

108 

Slight  difference  in  shape. 

si 


THE  PHCENIX  IRON  COMPANY, 


PRICE  OF  PHCENIX  COLUMNS. 

RIVETED  UP  AND  TURNED  OFF  AT  ENDS  TO  SPECIFIED 
LENGTHS. 


ORDINARY  LENGTHS. 

A  columns . io  to  20  feet. 

All  other  columns . 10  to  30  feet. 

Columns  longer  or  shorter  than  the  ordinary  lengths  will 
be  at  an  extra  price.  Any  attachments  made  or  work  done 
will  increase  the  cost. 

A,  B1,  B-’,  and  C  are  4  Segments. 

E  is  6  Segments.  G  is  8  Segments. 

C,  E,  and  G  Columns. 

Over  Three-eighths  of  an  Inch  Thick. 

Cross  section  containing  over  3%  o  inches  per  Segment. 

ORDINARY  SIZES.  ) 

10  feet  to  30  feet  long . /  cents  per  lb. 

EXTRAS. 

C,  E,  and  G  Columns. 

Over  Three-eighths  of  an  Inch  Thick. 

Cross  section  containing  over  3%  o  inches  to  each  Segment. 

Over  30  feet  to  40  feet . -fo  cent  per  lb. 

“  40  “  45  “ . A  “ 

Under  10  “  5  “ . A  “  “ 

Three-eighths  to  One-quarter. 

Cross  section  containing  3^  □  inches  per  Segment,  or  less. 

10  feet  to  30  feet . fa  cent  per  lb. 

Over  30  “  40  “ . A  “  “ 

“  40  “  45  “ . A  “ 

Under  10  “  5  “ . A  “  “ 


52 


410  WALNUT  ST.,  PHILADELPHIA. 


B-  Columns. 

Over  Three-eighths  of  an  Inch  Thick. 

Cross  section  containing  to^,  □  inches,  or  over. 

io  feet  to  30  feet . XV  cent  per  lb. 

Over  30  “  40  “ . TV  “  •  “ 

“  40  “  45  “ . iV  “ 

Under  10  “  5  “ . T35  “  “ 

Three-eighths  to  One-quarter. 

Cross  section  containing  7^,  o  inches,  or  over. 

10  feet  to  30  feet . t4j  cent  per  lb. 

Over  30  “  40  “ . fV  “ 

Under  10  “  5  “ . 1*5“  “ 

B1  Columns. 

Over  Three-eighths  of  an  Inch  Thick. 

Cross  section  containing  g$j  □  inches,  or  over. 

10  feet  to  30  feet . TV  cent  per  lb. 

Over  30  “  35  “ . xV  “ 

Under  10  “  5  “ . ^0  “  “ 

Three-eighths  to  One-quarter. 

Cross  section  containing  6^  □  inches,  or  over. 

io  feet  to  30  feet . T5ff  cent  per  lb. 

Over  30  “  35  “ . t8u  “ 

Under  io  “  5  “ . tit  “  “ 

A  Columns. 

Three-eighths  to  One  quarter  of  an  Inch  Thick. 
Cross  section  containing  4^  o  inches,  or  over. 

10  feet  to  20  feet . 1  cent  per  lb. 

Over  20  “  30  “  1ts  “  “ 

Under  10  “  5  “  ifo  “  “ 

Under  One-quarter  to  Three-sixteenths. 

Cross  section  containing  3ft  □  inches,  or  over. 

10  feet  to  20  feet . ix2o  cent  per  lb. 

Over  20  “  30  “  ITS5  “  “ 

Under  10  “  5  “  it50  “  “ 


5 


53 


THE  PHCENIX  IRON  COMPANY, 


LIST  OF 

DIE-FORGED  EYES  ON  FLAT  BARS. 


Diameter 
of  Pin. 

Head 

SIZE  OP  BAR. 

SIZE  OP  HEAD. 

Thicker 

DIE  No. 

than  Bar. 

Inches. 

Inches. 

2  X 

1 

2  A 

4 

X 

i 

i 

206 

2  X 

4 

2A 

4* 

X 

I 

1 

207 

2  X 

i 

2A 

5 

X 

A 

1 

204 

2  X 

i 

2A 

5i 

X 

*1 

1 

205 

2j  X 

a 

4 

2  A 

4* 

X 

‘A 

A 

203 

2$  X 

f 

5* 

X 

4 

i 

156 

2  j  X 

1 

6 

X 

8 

1 

77 

2i  X 

a 

4 

3  A 

61 

X 

I 

1 

160 

3  X 

3 

4 

*H 

6 

X 

I 

1 

172 

3  X 

1 

2  A 

7 

X 

I 

1 

4 

I 

3  X 

« 

3A 

7i 

X 

I A 

1 

153 

3  X 

4 

3H 

7k 

X 

4 

4 

152 

3  X 

I 

4  A 

7:{ 

X 

A 

1 

4 

169 

3  X 

a 

4  A 

81 

X 

A 

% 

144 

3  X 

• 

5A 

*t 

X 

1 :8 

I 

137 

3}  X 

i 

2tt 

7 

X 

*1 

f 

155 

3i  X 

a 

4 

3A 

7* 

X 

A 

f 

176 

3k  X 

3A 

8 

X 

1 A 

1 

154 

3i  X 

£ 

3  A 

8] 

X 

A 

1 

175 

3*  X 

i 

4A 

81 

X 

A 

1 

8 

157 

4  X 

I 

3 

71 

X 

A 

1 

159 

4  X 

I 

3A 

7.1 

X 

If 

3 

8 

'77 

4  X 

0 

3A 

83 

8j 

X 

A 

If 

4 

8 

150 

4  X 

3H 

X 

3 

8 

171 

4  X 

i 

4  A 

81 

X 

A 

8 

167 

4  X 

I 

4  A 

9l 

X 

1  1 

1 

•58 

4  X 

I 

4H 

9k 

X 

A 

f 

168 

4  X 

'A 

5  A 

IO 

X 

I A 

I 

97 

4 }  X 

A 

3  A 

9 

X 

A 

a 

'49 

4i  X 

f 

3tt 

9l 

X 

4 

| 

170 

4i  X 

A 

4H 

IO 

X 

I 

151 

4k  X 

U 

5A 

ioj 

X 

If 

I 

62 

5  X 

2 

3H 

9l 

X 

2\ 

194 

5  X 

I 

4A 

IO 

X 

ii 

l 

162 

5  X 

2 

L^a_ 

IO 

X 

2i 

k 

l6l 

54 


410  WALNUT  ST..  PHILADELPHIA. 


LIST  OF 


DIE-FORGED  EYES  ON  FLAT  BARS. 


Diameter 

Head 

SIZE  OP  BAR. 

SIZE  OF  HEAD. 

Thicker 

DIE  No. 

of  Pin. 

than  Bar. 

Inches. 

Inches. 

5 

X 

I 

4H 

ioj- 

X 

ii 

1 

164 

5 

X 

2 

4tt 

iol 

X 

2I 

163 

5 

X 

■t 

5  re, 

1 1 

X 

if 

a 

9< 

5 

X 

1# 

5tt 

Hi 

X 

2j 

166 

5 

X 

2 

5*i 

■  ii  j 

X 

2^- 

1 

165 

5 

X 

If 

0* 

12 

X 

2 1- 
^4 

93 

5 

X 

6H 

l2\ 

X 

2I 

7i 

6 

X 

If 

4  A 

1  I 

X 

2f 

8 

178 

6 

X 

4tt 

12 

X 

2f 

173 

6 

X 

2$ 

4if 

12 

X 

3 

8 

1/4 

6 

X 

I? 

6A 

13 

X 

2§ 

A 

8 

68 

6 

X 

*  8 

6rt 

14 

X 

2i- 

5 

8 

179 

Dies  for  flat  bars  may  be  used  for  bars  that  are  thicker 
or  thinner  than  sizes  specified. 

The  thickness  of  a  bar  should  never  be  less  than  one- 
fourth  of  its  width  nor  more  than  one-half. 


UPSET  SCREW  ENDS  ON  ROUND  BARS. 


Diameter 

of 

Bars. 

Diamoter 

of 

Dpsets. 

Length 

of 

Upsets. 

Threads 

per 

Inch. 

Diameter 

of 

Bars. 

Diameter 

of 

Upsets. 

Length 

of 

Upsets. 

Threads 

per 

Inch. 

Inches. 

f 

Inches. 

3 

4' 

Inches 

2.y 

IO 

Inches. 

1  8' 

Inches. 

2} 

Inches. 

7 

4 

3 

4 

I 

2f 

8 

2 

oA 

“8 

7i 

4 

i 

a 

3 

7 

2f 

2| 

s 

4 

1 

if 

3f 

7 

2f 

2i 

8 

4 

0 

if 

4 

6 

2f 

2f 

8£ 

3i 

0 

a 

4f 

6 

2.} 

2F 

9 

3f 

if 

if 

5 

5 

2i 

3 

9 

3* 

li 

5f 

4  , 

2f 

3i 

9f 

J  2 

if 

2 

6 

4?  ! 

2i 

3f 

9? 

3l 

if 

2i 

6* 

4-V 

3 

-.1 

J2 

IO 

al 

J4 

55 


THE  PHGENIX  IRON  COMPANY, 


GENERAL  FORMULA  EXPLANATORY  OF  THE 
FOLLOWING  TABLES  AND  THEIR 
APPLICATION. 


Let  A  represent  the  area  of  cross  section  in  square  inches. 

Let  I  represent  the  moment  of  inertia  of  A  about  an  axis 
passing  through  its  centre  of  gravity. 

Let  d  represent  the  distance,  in  inches,  of  the  most  re¬ 
mote  fibre  from  the  axis  for  I. 

Let  r  =  (^)':  represent  the  radius  of  gyration  of  the 
section  A. 

All  the  preceding  quantities  are  given  in  the  following 
tables  for  the  various  sections  of  beams,  channels,  angles, 
etc. 

Let  M  represent  the  greatest  bending  moment,  in  inch- 
pounds,  for  any  loading  or  span. 

Let  /  represent  the  span  in  feet. 

With  the  load  W  pounds  at  the  centre  of  the  span  l : — 

M  =  3  W  /  for  ends  of  beam  simply  supported. 

M  =  |  \  ^  |  for  one  end  simply  supported  and  the 

other  fixed. 


f  }  W  /  I 

M  =  <  I  , ,,  ,  >  for  both  ends  of  beam  fixed. 

l-f  W // 

With  the  uniform  load  of  w  pounds  per  lineal  foot  of 
span  : — 

M  =  |  w  /*  for  ends  of  beam  simply  supported. 

M  =  |  ^  |  \  for  one  end  simply  supported  and  the 

other  fixed. 

M  =  {  -  M  l  \  for  both  ends  of  beam  fixed. 

-  w  l1  I 


The  preceding  negative  values  belong  to  points  of  support. 
Let  K  represent  the  greatest  stress  in  pounds  per  square 
inch, — i.e.,  the  stress  in  the  most  remote  fibre. 


56 


410  WALNUT  ST.,  PHILADELPHIA. 

•  (I): 

•  (*)• 

If  r  is  known,  as  il  sometimes  may  be, 

M  d 

a=k7* . (3). 

Let  D  represent  the  greatest  deflection  in  inches. 

I.et  E  represent  the  coefficient  of  elasticity  in  pounds  per 


square  inch.  Then 

W  at  span  centre. 

Uniform  load. 

w  /  3 

w  /* 

j6  E  I  ' 

.  22  5  E  I 

for  supported  ends. 

W  /3 

■w  l  * 

1  >  —  I  7.  !  !  y.  j  • 

for  one  supported  and 

one  fixed  end. 

W  13 

w  /< 

9  El' 

.  4'5  E  1 

7T  R4 

for  both  ends  fixed. 

For  a  circular  section  I  —  and  d  —  R  (the  radius). 

Hence,  M  =  0.7854  K  R3  .....  (4). 
Eqs.  (1),  (2),  (3),  and  (4)  are  of  great  practical  value. 
The  values  in  table  on  page  58  are  computed  from  Eq.  (4), 
with  K  equal  to  15,000,  18,000,  and  20,000. 


K  I 

Then  M  =  ~j~  . 

M  d 

Or,  K=-y-  . 


RIVET  BEARING  AND  SHEARING. 

Let  S  represent  the  shearing  resistance  in  pounds  per 
square  inch. 

Let  p  represent  the  bearing  pressure  in  pounds  per 
square  inch. 

Let  (2R)  represent  the  rivet  diameter  in  inches. 

Let  /  represent  the  thickness  of  plate  in  inches. 

Then,  Shearing  resistance  of  rivet  =  tr  R2  S  .  (5J. 

Bearing  resistance  of  rivet  =  pt  .  (6). 

The  values  of  Eqs.  (5)  and  (6)  for  S  =  7500,  and  /  = 
12,000  and  15,000  are  given  for  various  values  of  (2R)  and 
t  on  page  59. 


5 


57 


THE  PHCENIX  IRON  COMPANY, 


MAXIMUM  BENDING  MOMENTS  TO  BE  ALLOWED 
ON  PINS  FOR  FIBRE  STRAINS  OF  15,000, 
18,000,  AND  20,000  POUNDS. 


Diam. 

of 

Pin. 

Inches. 

BENDING  MOMENTS. 

Diam. 

of 

Pin. 

Inches. 

BENDING  MOMENTS. 

S= 15,000 

S=18,000 

S=20,000 

S=15,000 

S=18,000 

s=20,000 

1 

1.47° 

1,770 

1,960 

3  A 

66,580 

79,900 

88,770 

1,770 

2,120 

2.350 

3* 

70,140 

84,170 

93.520 

*4 

2,100 

2,520 

2,800 

3ii 

73,840 

88,600 

98.450 

1  A 

2.470 

2,960 

3.290 

3f 

77,660 

93.190 

103.550 

2,880 

3.450 

3.830 

3li 

81  600 

97,920 

108,800 

1fe 

3.330 

4,000 

4.440 

!  3* 

83.690 

102,820 

114,250 

3.830 

4.590 

5.100 

3tf 

89,900 

107,880 

119,870 

Ii7e 

4.37° 

5.250 

5.830 

4 

94,240 

1 1 3,000 

123,660 

u 

4970 

5  960 

6,630 

4A 

98.720 

118,460 

131,620 

5,620 

6.740 

7.490 

4* 

103.370 

124  040 

137,820 

1* 

6,320 

7.580 

8,420 

4  A 

108  130 

129,760 

144,170 

7,080 

8,490 

9430 

1  4 

113,040 

135.650 

1^0,720 

if 

7,890 

9.47° 

10.520 

i 

118,100 

141.730 

157,470 

8.770 

10,520 

1 1 690 

123  320 

147.080 

164,420 

I? 

9  710 

11,650 

12,940 

4l7C 

128,680 

154,420 

171,570 

IOJIO 

12,850 

14,280 

4i 

134. 190 

161,040 

178,920 

2 

11,780 

I4.I4O 

15.710 

4A 

139,860 

167,830 

186,480 

12,920 

15.500 

17.220 

4h 

145,690 

174.820 

194,250 

2i 

14  130 

16,960 

18,840 

-HI 

151.670 

182,000 

202,220 

2A 

15  410 

18,500 

20,550 

4i 

157,820 

I 89' 380 

210.450 

2K 

16.770 

20,130 

22.360 

4« 

164,140 

196,060 

218,850 

2P 

18,210 

21  850 

24,280 

4  i 

170  600 

204.750 

227,470 

2« 

19720 

23.670 

26.300 

4« 

177  260 

212,710 

236,350 

2A 

21,320 

25.590 

28.43c 

5 

184,100 

220,800 

245,400 

4 

23,000 

27,600 

30.670 

!  54 

198,200 

237,800 

264.300 

2A 

24,780 

29,730 

33.040 

si 

213,100 

255,600 

284,100 

2S 

26,620 

31,95° 

35.500 

si 

228,700 

274.300 

304,900 

2Je 

28,580 

34,3°° 

38.no 

Si 

245.000 

294  000 

326  700 

24 

30,630 

36.750 

40830 

5? 

262  100 

314,400 

349.50° 

2J3 

32,760 

39  310 

43  680 1 

si 

280.000 

336.000 

373  300 

2* 

34.980 

41.980 

46,650 

sj 

298  600 

358.300 

398,200 

*H 

37.330 

44.800 

49.770 1 

6 

318.100 

381,700 

424,100 

3 

39.750 

47.700 

53.000  ■ 

6i 

338.400 

406,100 

451,200 

3A 

42.290 

50,750 

56,390 1 

6  i 

359500 

43  Mo® 

479.400 

3K 

44.940 

53.930 

59.920 1 

6$ 

381,500 

457.830 

508  700 

3  A 

47.690 

57,230 

63.590 

61 

404400 

485.300 

539.200 

3i  1 

SO.550 

60,660 

67.400 

6§ 

428,200 

513,900 

570,900 

3  A  I 

53.520 

64  230 

71370 

6| 

452  900 

543.300 

603,900 

3# 

56,600 

67,930 

75.470 

6J 

478,500 

574,200 

638,000 

3A 

S9.8io 

71,780 

79750 

7 

505,100 

606,100 

673.500 

34  1 

63.130 

7S.76o 

84 180 

5» 


SHEARING  AND  BEARING  VALUES  OF  RIVETS. 


410 

WALNUT  ST.,  PHILADELPHIA. 

'rJ 

1  1 ! 

,53  s 

I  1 s  i 

m  M  N  CO 

1  1  $MM 

C\  O  m  -v?  «  in  n 

OP  PLATE. 

13” 

16 

8,53° 

9,x4° 

9.75° 

12,950 

10,360 

I3»7TO 

10,970 

M,47o 

11,580 

|  =«,„ 

%  k  III  HI  lit 

tC  rC  oowon^onnocoo 

s  = 

1 

'O  VO  ctsdl  NOCO  OCO  H  (jt«  c 

3  5a  oo 

p 

\ 

in  in  cCvo  001000  cC  cC  a,  rC  0  00  moo 

§  i. 

■O  UJ  v— l 

«*•  'T'O  invo  in  tC  in  rC\o  001000  c^  d\  cC  0  00 

M 

^  7-1  Cl 

co  co  m  -t-  m  tj-vO  T'O  in  cC  in  t^vo  c^io  00  vcT  co  c^ 

ci  co  n  vrmvrmvfniTMTiri  rf  10  -»mo  invo  in  in  c7io 

CO  00 

®IS 

11  h  aaisii  111  mn  mm  % 

m  ci  ci  co  ci  ro  ci  romit-cnT?rn'vT-rnin-^in'vpin  t? 'O  in\o  in 

1 II  ttt I 5 1  h  ail  1  h  1 11  Hi  1 1 1 1 

m  ci  m  ci  m  n  ci  ci  ci  co  ci  co  ci  foco'£co'rco'»rco-'i-coinit-in^ 

5-1  Tfl 

m  -  m  m  m  m  ci  m  ci  m  ci  ci  ci  ci  con  con  con  cocncoco-t-co-vrm 

Allowed 
Bearing 
Pressure 
Per  Sq.In. 

1 1 1 1  §  §  1 1  §  1 1 1  §  1  §  1  §  §  1 1 1  §  §  §  1  §  1  § 
in  n  ion  ion  in  n  ion  mN  mN  ion  ion  ion  in  n  ion  ion  ion 

Single 
Shear 
at  7500 
Lbs 

1  H  i  U  U  i  Ck~i  i  1 

m  m  m  n  n  co  co  in  in  <o  c^oo 

Diam. 

of 

Rivet. 

59 


THE  PHCENIX  IRON  COMPANY 


PROPERTIES  OF  PHCENIX  BEAMS. 


RADIOS  OF  GYRATION. 

Neutral  Axis 
Coincident  with 
Aiis  of  Web. 

O'  to  O  O'  Ci  O'  «  fON  rf-\D  0  05  to  NO  O  ^  «  0* 

0  O'  O'  H  o  00  M  O'  O'  W  00  Cx  O'  00  00  lo  In  'O  'O 

m  d  d  m  m  oh  d  o  m  o  o  o  o’  6  o’  o’  dodo  o’ 

S 

I?  ; 

§  Su3 
*  fe-« 

P« 

Ci  m  LOOO  fO  O'  O  10  cn  fO  (O  m  Nf  CO  CO  fO  Tf  ro  0"0 

CO  00  tp.  Cx  tp.  up  Ci  o  Ci  lOtf)  iO  Ci  N  00  00  Tt-  CO  o  0  up  up 

tnidtod-Tj-Tj-Tt-wj-Tj-cdcdcdcdcdoi  ci  ci  ci  ci  ci  m  m 

t— 

e*5 

U3 

25 

B u 

O 

H 

W 

a 

a 

Neutral  Axis 
Coincident  with 
j  Axis  of  Web. 

COOnOOOOO  O  Ci  CO  COsO  00  Ci  000  Ci  N  O'  *t  h  CO  m 

0"0  Ci  o  O" q  NO^  M  qvqvq  tq  ci  nn  Cn  m  m  CO 

co  co  o  -f  ci  t%vd  dv  c>*  cosd  cd  in.  id  cd  ci  m  «  h  m  d 

Ci  Hi  M  Ci  H  M  Ci 

Neutral  Axis 

Pei  pendicular  to 
Axis  of  Web. 

Cn  -1-  O'  *-»  VO  to  0"0  OO  tN.cot^^^-'l-N  lOO'M  Ci  CO 

up  Cx  O'  tovo  10  coo  o  O'O'^LOtv.CivO'O  O'  ^vO 
vd'd'd  ci  m  o  logo  O'  d vd  -foo  «o  d-  O'  t-*  d-  ci 

r^s  0  *-<  00  00  0  1000  h  00  00  to  to  *r  ci  ci  m  m 

'Olfl^CONNClMMHH 

°  «s 

-  bi 

ajl 

00  to  co  10  00  CO  to  to  to 

co  t>.vq  up  ts.  IT)  q  tocqcqo  tq  tq  q  O  tq  up  0  Cn  t>.  0 
td-f^ftd^f^-iO’twj-to-fco'4-,4-^-cocdci  cd  ci  ci  ci 

Thickness 
of  Web. 
Inches. 

to  to  to  to 

to  N  O'  O'  N  H  NOO  MOH  if,  lO  lO 

VO  to  ^  to  'T  co  to  'I-  coo  •tcororofocococi  cqci  Ci  Ci 

66666666  6  0  dodo  6  6  6  6  6  6  6  6 

«gd 

efl  S  • 

■< 

0  0  tq  0  tO'O  tq  tq  0  0  T9  m  tq  O'  tq  0  0  vO  0  0  00 

6  td  ci  in.  ci  cK  cd  d  O'  to  00  ts  00*  vo*  to  to  td  cd  cd  cd  m 

CiwMHH  M«  M 

5-S  . 

■SWjS 

t>  « 

cu 

0  0  to  0  totO  to  to  0  0  ’to  H  lOOttOO  O'©  0  0  00 

0  to  Ci  Ci  O'  CO  O  O'  to  00  NCO'O  >o  to  to  ^  CO  CO  CO  M 

Ci^^^-*-*  *-«  M  »- 

SB 

o 

H 

25 

O 

a 

« 

15”  Heavy. 

15"  Medium. 
15"  Light. 

12"  Heavy. 
12"  Medium. 
12"  Light, 
loj"  Heavy. 
ioi"  Medium, 
ioj"  Light. 

9''  Heavy. 

9"  Medium. 
9"  Light. 

8"  Heavy. 

8"  Light. 

7"  Heavy. 

7"  Light. 

6"  Heavy. 

6"  Light. 

5"  Heavy. 

5"  Light. 

4"  Heavy. 

4"  Light. 

No.  of 
Shape. 

M  0>00  to  IN.  O'  -t  00  M  L0<0  CO  O'  Ci  N  h  00  O  lO  to  O 

00  co  to  to  CO  w  LOCO  h  ton  m  O  O'O  O 

M  AHMM  MhHMMHM 

410  WALNUT  ST.,  PHILADELPHIA. 


CO 

S 

< 

UJ 

00 

X 

<_> 

UJ 

Q 

X 

Z 

y 

z 

a, 

u< 

o 

co 

uj 

p 

DC 

UJ 

a, 

o 

DC 

DU 


G  £  1 

iS  S-s  -  j 

•2«S 


r^.~0  O  voDO  *-< 
rM  on  vo  CM  CO  -H- 
4  ^  N  N  N  «  N 


; 

ic  "2  - 

Ms* 


o  o  o  o  o  o  o 


■?3_  o 
-sJ  a>  bo 

—  z  a 

aS  oS  eS 

i  SE 
J^S 


t}-  rf  ro  N  CM  CM  *-< 


2-3&.S 


oj  od 
-  Oj^ 
O 


rorON  O 


O  O  O  io  cj  o 

lo  vr-j  w-j  *t  tt  ro 


00  X)  ^00  co  «  LO> 
<-0  co  tJ-  cm  «  00  r^. 
rf  -t  ro  ro  fO  Ol  co 

o  o  o  o  o  o  d 


imo  On  O  *■«  CM  lo 
ON  00  O  vD  LO  Tf  ro 


*■*  O  ON 00  t^O  LO 


co  co  CM  CM  CM 


O  O  O  O  O 


TO  <0  CM  CM  CM 


LO  lo  *i"  00  LO 
VOIOOO  w 
T#-  -rj-  to  CO  CM 


J  - 


O  O  O  *o  o 

lO  lo  lO  4 


00  00  00  00  LO 
O  O  fo  O  N 

T-f  Tf  Tt  -vf  ro 

6  6  6  6  6 


M  CM  COCO- 

00  fN  1C,  4 


*  |  *  |  ; 

J3  JS  _C  5  X 
CJ3  &D  M  g  Sf 

33jCj 

V  V  V  V  V 

On  00  vO  I 


6i 


o 

cc 


UJ 


< 

X 

O 


y 

X 

CL 

Pl 

O 

CO 

UJ 

p 

X 

UJ 

X 

o 

cc 

Cl 


THE  PHCENIX  IRON  COMPANY, 


S  ~ 
—  ** 


oooooooooooooo 


■a  s  S’-  • 

o  ° 

15  =  -2  ir  > 

i  «l  **  fl  < 

J-|3o 


MMOoooooodooodod 


s  si*. 

1 


»S“^  . 

«*„  o  ®  ^ 

_  _®  _Q  £ 

|  2^  §  £ 


g  ^ 


s*s  s 

•—  ^  a 


0  O  O  io  O  oo  oo  O 


bf  atf 

^  J» 


5>  0  crjso  h\0  -fO  O  ^  co  CO  ('s.oo 

w  co  io  o*  co  w  it,  t\o  mio  '■+LO0  w 

ir;ioir(ir,  roTf4T?-rofornrorofOrno:-l 


►-  K  !>  h  *t  N  O'  h  \C  m  On  *-<  O'  K  *t  O' 

'O  w  ro  o  ’i"  0  Hi  q  w  io  to  w  -ro'N'O 

food  w  6  oo  id  co  i/>  co  ci  w  ci  m  id  cd 

M  M  M  H 


CO.  Hi  OO  I/)  N  N  - 

' td  -  Hi  id  rd  O'  rood  tx  rf  rdoo  rd  -f  id 

lO-rw  lOfOiO  LO  <N  CJ  O'  (nvO  CO  ^or^ 
lO  *t  "t  ro  PI  Hi  M  M  M 


iO  roroto  oo  co  lo  m  ro 

W  iO  O'-'fN  rOHLOt^HH 

q  vO  MOO  uoiorooo  io  -f  ro  io  cooo  io 

h  o’  o  6  h  o'  6  d  o'  6  6  o  o  o  o  o 


oc  lO  0  lO  co  ro  co  lO'O  iO 
rq  o  cn.  to  io  o  w  o  o  '■o  o  io  -r  w  o 
’^■'rj-cdcdcdcdcdcdcdci  oi  oi  ei  oi  cow 


LO  Goo  LO  o  O 
t'i.'G  d-  Cx  id  0  In. 


O  loooooo  o  h.  lo  o  oo  Lor^.0 
-  lo  hh  lo  oo  co  vO  Hi  t^vo  -r  Mr,  o 


^  CJL  'J  tC  '£  CXiJ  tJO  o  to  o  toj  "S) 

sjijijsjsjijiji; j 

^*jo*io*ioVi  *cs  ~ci  *w  O  "o  o  o  *o  *o  *d'*b' 


■'^•^-OOWWMMOOOlWO'O'COro 
W  W  't«tioiO't*tro(0,l-'tPl  W  IO  LO 


62 


410  WALNUT  ST., 


PHILADELPHIA. 


w  0  'O  N  vO  in  N  O'  tovO  On  On  COnO  m  O  nO  imO  N  O'  O  0  01  CO  O 
fx  t^vO  C^iOiO’1-*1_LOiO'^--t-t^CsvVOVO^’rtiOir)-fTf  iovD  to  vq  to  to 
o’  o  o  o  o’  o’  o  o’  6  o’  o’  o’  o’  o'  o'  o’  o  o  o’  o'  o’  o’  do’o'd  o  o’ 


hx  O' CO  OHNO^O'HflinfO^CHO'  COvO  'OOHCONWNint 
vOOO  t^vOvO  lO  lO  U^'O  lO  »0  N  NvO  O  '}-iOiOiO‘OiOiOiOiOiOT’t 

o’  o’  o’  o  o  o  o’  o  o  o  o  o’  o  o  o'  o'  o’  o'  o’  o’  o’  o’  o’  6  o’  o  o’  o’ 


vO  C'N'/’l'0  txoovo  o  m  O  O  CO  01  In.  OO  o  CO  oo  10  fn  N  p)  Moo  M  to 
01  T  COnO  NCO  N  O'  ^rvO  tqO  m  01  w  01  m  h  CO  00  OO  Q\  -t  u)  m  iO  H  m 


ncncncooiciojoioioioioioiojojojoioiHHHHHHHHHH 


00VO  o  M  +  N  ^lOO  H  -tmoi  HiONOIrO'tOlfOOO'OO  O' 

m  CO  CO  00  MOO  M  OO  o  CO  O'  N  O  VO  CO  O  O  'O  OOO  iO'+O'NTt'+CO01 

oo  oi  oi  m*  oi  m  m  o’  oi  m  o’  o  co  o5  m*  m  o’  d  6  o  o’  o  o’  o  o’  o’  o*  o 


O  On  CnvO  LO  to  CO  01  m 


N  VOOO  CO  to  to  CO  O  tooo  CO  M  01  to  COCO  CO  to  CO  coco  to 

ONCOm  MOtONH-tHOJfOOOiOCONNHMOCONHvOCOMO 
l?  CO  Tf  CO  to  CO  rt-  01  VO  CO  CO  01  so  rt-  CO  01  01  M  CO  CO  01  M  CO  rO  01  M  CO  01 
666666666666  6  6  6  6  6  6  6  6  6  6  6  6  6  6  6  6 


01  CO  CO  'O  to  CO  On  OvOvO  tovO  CO  tOvO  CO  to  CO 

On  to  no  tO  to  CO  01  Oto  01  M  Ovo  to  01  o  00  NO  Ood  NO  O  oo  OnnO  to 
oi  oi  oi  oi  oi  oi  oi  oi  oi  oi  oi  oi  oi  oi  oi  oi  m*  m  oi  oi  m*  m  oi  oi  h  m  h 


O  o  O  Cn  Cn  tN  iq  O  tN  tq  rt-  tqvq  On  nO  CO  OO  M  o  Nh  CNtNTt-00  to  00  to 
cn  to  to  co  to  4-  4  cd  to  co  co  oi  to  4  cd  oi  oi  oi  cd  oi  oi  «’  oi  oi  m  m  h 


S'5iS'SiSMg-|>S-g)2-S!SM£-|.SMSMSMS’S)|w)S,ij 

IJI jl jljljljl JXJIJIJIJEJIJS j 

ON  On  O'  O' 00  CO  CO  CO  N  N  On'cnvO  nO  nO  vb  nO  vO  V)  io"to"tO%f*'4~4'4'co'cO 


O  On  On  00  00  C^vO 


63 


PHCENIX  ANGLE  IRON. 

EQUAL.  SIDES. 


THE  PHCENIX  IRON  COMPANY 


S 

« 

*5,2  « 

0 

CO 

«o 

vO 

vO 

00 

<•0 

<0 

c 

.2 

is 

S  C  -2co 

VO 

VO 

■'t 

N 

o 

ON 

0 

On 

O 

O  a!  5 

o 

"  i  £> 

SE 

“<2g3 

vO 

On 

NO 

CO 

r^. 

CO 

CO 

6- 

-C 

1  S°Sa 

- 

ON 

o 

o 

1^. 

o 

o 

90 

vD 

d 

vo 

O 

Du 

<=> 

CO 

flits 

s~  . 

00 

vo 

On 

CO 

VO 

ro 

vO 

ON 

5 

la  boO  -a 

t^. 

CO 

VO 

vo 

CN 

o 

O 

00 

exi 

i:  g«~  £co 

gj 

0 

e«  A  ►» 

5»  JS  . 

VO 

N 

_ 

V*- 

VO 

vo 

t— 

—  -a  fc-  0  «g 

OJ  bOO  t2-S 

!■>. 

0 

0 

CO 

On 

On 

«5 

« 

1  e 

vo 

vd 

to 

ro 

*■* 

d 

d 

*- J 

o 

«  •  >-> 

f- 

ac 

•3  c.-  O 

. 

n 

n 

o 

vo 

CO 

ON 

vo 

O 

<0 

32 

15  boO^-S 

vO 

ci 

fO 

co 

*“0 

fO 

w 

SB 

*  §*s 

ol£ 

on 

n 

N 

-4- 

On 

'’t 

ri 

c4 

Is 

<0 

CO 

CO 

vO 

CO 

vo 

»o 

ro 

<0 

CO 

O 

CO 

r>» 

n 

« 

CO 

VO 

*1" 

VO 

ro 

vO 

rO 

>0 

33  *“• 

o 

o 

d 

d 

o 

d 

o 

0 

d 

«d# 


vo  ro  O  — 

ro  O  l'-*  ~  CO 


vo  — 

O  CO 


CN  LO  VO 


<0  vo  n 


C4  C* 


fO  vC  ~  'O  — 


0<ni^~co~0co 
vo  nO  ro  lo  fN  Tf-  N  CS 


vo  m  ir,  -t  ro  ro  *ro 


xxxxxxxxx 


vO  vO  10  10  *t  fO  fO 


410  WALNUT  ST.,  PHILADELPHIA. 


co  CM  t*-  av  cm  ioCMvOTf-vOco*“*Ov 

00  00  00  r>*  r>.  vO  vO  vO  in  rf  r|-  ro  Tt  ro  (1 

o  6  o’  o  o'  d  o'  o’  dodo  o'  o'  o  o'  o’ 


C\  vo  N  Ci  "t  vO  00  O  m  G\  On  00  On  On 

o  Tfvy~)rt-Tt'-trt-rOTfronOM  CM  CM  CM  —  -* 

o  o’  o'  o’  o’  o'  o’do’d  o'  o'  o’  o'  o’  o’  o 


tJ-0  CM  On  cm  cm  m  tJ-  O  (X)  cm  Os  O 

ON  00  00  r^r>.vO  r^.  LO  vo  v/~)  rf  ro  Tf  CM  no 

o  o'  o  o’  o'  o  o  o  o  o  o  o  o’  o  o’  o’  o 


tJ-  CM  —  CM  tOLOt^O  CM  CM  t^vO  CM  CM  —  ►- 

iovO’vt-voCMrO'~CM*-«*-'0000000 

o’  o  o’  c  o’  o’  o’  o  do’o’d  o’  o’  o’  o’  o 


ro  lo  _ 

*0  vO  O 


CM  CM  CM 
CM  VO  OO 


O  on  ON  N  OO 
tJ-  CM  CM  « 


Tf  ON  VO 

O  O 


VO  no  CM 
O  O  O 


O  O 


O 


O 


O  O  O  O 


o  o  o  o  o 


Ov  00  00  *0  00  CO  00  voooioooio 

VO  VO  —  ro  OO  r^.C/0  —  OO  VOVOOO  CM  00  CM 

MlOCMVOCM^nirO'-'  CO«N»himimhiih 


ooooooooooooooooo 


CO  Tf  VC  lO  ro  VO  •— <  >-  >-*  Tfrooovo  -rf 

\0  VO  ro  TO  O  CO  00  r}-  N  O  >0  t^-^-rJ-CM  ro  CM 

-’  cm  ~  n  h  h  o  h  o  ~  o  o'  o  o'  o’  o  o  i 


00  rf*  vO  »o  ro  iom  h  h  TffOCOvO 

vOLororodoOOO  4  N  O  vO  tN  4  4  O  CO  CM 


>  -*-» 

rt  «-C  c3  rj 

4  U  W  CJ  M  id  M 

•-  S  j  K  j  S  3 

J  V  v  v  V  V  V 

\  V  \  V  \  V  \ 

V  w|rt»  Wirt*  r-'C-l  —Cl  f-<-F  r-4* 

CO  CM  CM  CM  CM  CM  CM 


>4 


> 


fcuO 

3 


>4 
> 
c S 
<v 


i-H* 


xxxxxxxxxxx 


X  X 


X 


X 


X  X 


v  \  v  v  v  v  V 

v,\v\\\\vvv 
V  wht*  wht*  —Cl  r-bl  f-H*  r-ft*  V  V  «|ri* 

COCMCMCMCMCMCMCMCM-* 


vOt^t^r^i^.00  00  00  00  On  On  O  O  OvOvO 

H  CO  ro  h  H  ro  CO  M  NH  -H  CM  CM  ro  CO  ’t 


6s 


o 

•rt” 


6 


PHCENIX  ANGLE  IRON. 

UNEQUAL  SIDES. 


THE  PHCENIX  IRON  COMPANY, 


N  es  eS  es  eS  CS 


O  On 

-  o 


ooo- 


SB 

o 

£ 

s 

o 

fc. 

o 

Neutral 
Axis 
Parallel 
to  Line 
through 
Extrem¬ 

ities  of 
Sides. 

iOtJ-O  On  <S  On  n£>  '"O 

On  On  On  CO  CO  N  00  00 

dodo  dodo 

S”l!  ^ 

O  OC  O  ro  On  ro  vo  On 

O  O  CO  On  CO  On  lo  iQ 

fjNHHHHHH 

t=> 

2 

-a 

PS 

S„3  S>  . 

§  a  e^-H 
*  «£.s“ 

On  io  n  r>.vO  O  t^0 
0«--OvO-n 

-a 

Neutral 
Aus 
Parallel 
to  Line 
through 
Ends  of 
Sides,  i 

vo  O  1^  ON  CO  —  ro  0 

O  1^  CO  —  On  es 

vO  ro  *o  es  roes  roes 

w 

z 

o 

S-* 

35 

*0 

SB 

o 

m 

fllfi 

rt  ~  roOOO  Ov  C  vD 
N  v£)  vO  vO  O  0 

_i  r^rtrod  es  M*  00 
ro  —  es  m  fl  w  M 

£  o»  —  a  • 

•i*  S  *3  ®  .2 

55^  E-a’S 

d  oM 

35  P-.  ^5 

COCO  ro  0  CO  00  I—  ON 
CO  rO  On  O  —  ro  es  iO 

CO  vo  CO  to  O  Is 

i?  il 

S  c5 

VO  VO  NO  to  VO  LO 

vo  O  vo  es  n  es 

N  Nt  N  ro  O  rovO  ro 

dddddodd 

•s  g  = 

00  N  N  vo  M  CO  —  On 
0-0  H  o  VO  ro  ro  — 

*t  N  n  lO  ro  ^  n 


00  CS  VO  <S  00 


o  «  VO  VO  r^ro  — 

I''  ro  *0  ro  ^  ro 


g  >  rz 

m  2  w 


oJ  tJO  ci 


E  J 


xxxxxxxx 


vOVOvbvONO'O  *0  »0 


66 


410  WALNUT  ST.,  PHILADELPHIA. 


67 


PROPERTIES  OF  PH(ENIX  TEE  BARS. 

UNEQUAL  SIDES. 


THE  PHCENIX  IRON  COMPANY 


!  Distance  of 
Centre  of 
Gravity  from 

Top. 

r>»vO  vO  r»OC  00 

l^vO  N  N  to  m  Os 00  ro 

O  00-0  -  000 

RADIUS  OF  GYRATION. 

Neutral  Axis 
Coincident 
with  Web. 

1.22 

1.17 

O.98 

O.84 

I.OI 

0.58 

0.58 

o-53 
°’ 1 5 

3  3  J 
,*5  bo 
<0  ~  a 
u.  «e  ^ 

a  «3 

_ 

I  0.79 
0.69 
0.88 

1. 15 
0.60 

1. 14 

1.02 

0.84 

0.36 

MOMENT  OF  INERTIA. 

Neutral  Aiis 
Coincident 
with  Web. 

! _ 

Tf*tOs  KX  X  -  O  to 
M  Os  ro  O’vO  0  O  to  *- 
to  co  w  ro  —  ~  6  d 

•2  3  . 
*<—  © 

_  ®  bo 
(0  ~  o 

1^ 

—  Cs  O  O  ^  O  vO 

N  nC'  tovO  —  —  00 

w  — ’  —  vd  O  —  O 

£&» 
a  Q  2 

S"  © 

to  ro  to  ro  OsOO  toCO 
r-^  «-  rj  ►-  \Q  ro  KX 
to  ro  XO  fo  ro  — 

dodo  d  d  d  d  o’ 

I  Thickess 
of  Web. 
Inches. 

ro  ro  to  I-**.  •—  X  OsN 

O  vO  N  Os  00  fO  ‘O  Os 

to  to  ro  t'>»  ro  to  wf  ro  W 

666666666 

g-S 

to  to 

to  OS  to  OsvO  N  OXO 
ro  CS  W  **  —  ro  ro  —  O 

Weight 
Per  Yard, 
lbs. 

to  to 

to  OS  to  Osvd  N  0  00  VO 
row  W  ro  ro  — 

&  • 
a  -Q 

a-  :> 

®  ►» 

cJ5 

VVyVyVVV  1® 

rj'p^ccv  c^fv  c”>*T  '-'Ci  or  H 

W  Cl  ro  ro  W  OOIN  ~ 

xxxxxxxxx 

vvvvvvvvv 

V  v  r-*«v  v  v  v  HC'i-to 
‘Ou'i’t't’tfOrON  W 

No.  of 
Shape. 

ro  to  W  sO  to  to  -f  CO  f>* 
W  W  ro  TfOO  ^  w  Os  Tf 

N  Os  to  N 
O  oo  r^vo 

n  o  6  o 


sO  Os  ro  Tj-  . 
r>.so  to  — 

dodo 


0) 

W 

Q 

HH 

( f ) 


vO  NO  O 
O  Os  i^*  w 

-odd 


rt"  vO  VO  I"* 
VO  CO  Tf  ~ 

-‘odd 


o  O  N  to 
N  O'  rO 
ro  -  O  0 


J 

< 

0 

w 


ro  to  rf 

tOl>  T}-iO 

*+  ro  ro  M 

dodo 


N  to  Tt- 
N  N  i-iO 

■»1-  ro  ro  W 

6  6  6  6 


»o 

oo  »H  o  O' 

c*i  ei  —  0 


to 

00  -  vO  Os 

N  N  >- 


--•Mv  -CJV 

ro  fO  CM  N 


xxxx 


v  v  v  v 

HCIV  rfrJv 

N 


410  WALNUT  ST.,  PHILADELPHIA. 


DETAILS  OF  CONSTRUCTION 


IN 


Wrought-Iron  Work. 


O  R  the  convenience  of  Architects,  Engineers,  and 


1  Builders,  some  of  the  details  of  construction  em¬ 
ployed  in  wrought-iron  work  are  given  in  the  following 
pages,  and  the  adaptations  of  the  various  shapes  to  struct¬ 
ural  uses  will  be  illustrated  and  explained  under  the 
several  heads  into  which  the  work  is  classified. 

In  the  building  of  Floors  and  Roofs,  it  is  customary 
to  make  use  of  Beams,  Channels,  Columns,  and  other 
shapes  of  rolled  iron. 


FLOORS. 


In  planning  a  floor,  the  first  point  to  be  determined  is 
the  load  that  will  probably  be  placed  upon  it. 

The  weight  of  the  materials  composing  the  floor  is 
usually  termed  the  dead  load,  and  the  weight  of  the  per¬ 
sons  or  stores  of  any  kind  that  may  be  placed  upon  the 
floor  is  called  the  live  load.  The  dead  load  of  a  fire-proof 
floor,  made  of  rolled  beams  and  four-inch  brick  arches, 
filled  in  above  with  concrete,  may  be  taken  at  70  pounds 
per  square  foot,  and  the  live  load  for  dwellings  or  offices 
may  be  assumed  at  70  pounds  additional,  and  on  these 
assumptions  the  table  on  page  85  has  been  calculated.  But 


6* 


69 


THE  PHCENIX  IRON  COMPANY, 


in  public  buildings  or  churches,  where  large  crowds  of  per¬ 
sons  in  motion  may  congregate,  or  in  warehouses  where 
heavy  goods  may  be  stored,  it  is  evident  that  the  loads  will 
have  to  be  determined  by  the  circumstances,  and  will  exceed 
the  amounts  above  specified. 

For  ordinary  conditions  the  following  total  loads  per 
square  foot  may  be  assumed  as  giving  a  safe  approximation 
in  practice : 

Dwellings  or  Office  Buildings  .  .  140  pounds. 

Public  Halls  or  Churches .  .  .  .  175  “ 

Warehouses . 15010300  “ 

In  order  to  support  these  loads  with  entire  safety,  J  beams 
of  various  dimensions  are  offered  in  the  accompanying 
tables.  For  floors  of  small  span  the  lighter  beams  can  be 
economically  used,  but  for  greater  spans  larger  beams  are 
necessary. 

That  a  beam  should  be  strong  enough  to  support  a  given 
load  for  a  given  span  is  not  all  that  is  requisite — it  is  equally 
important  that  it  should  be  stiff  enough.  Rigidity  prevents 
vibration,  and  the  avoidance  of  this  is  of  great  importance, 
since  repeated  movements  in  the  floor  would  injure  and 
possibly  destroy  the  masonry  in  the  brick-work.  It  is, 
therefore,  advisable,  where  circumstances  permit,  to  consider 
whether  deep  beams  placed  further  apart  might  not  prove 
to  be  more  economical  than  light  beams  near  to  each  other. 

For  the  proper  spacing  of  beams  under  various  loads, 
reference  may  be  had  to  the  diagram  given  on  page  40. 

Under  no  circumstances,  however,  should  beams  be 
strained  beyond  the  limits  of  their  elasticity;  or,  in  other 
words,  so  strained  that  on  the  removal  of  the  load  they  will 
not  return  to  their  original  condition  without  set  or  per¬ 
manent  deflexion. 

If  a  beam  is  required  to  sustain  a  load  concentrated  at 
the  centre  of  the  span,  it  must  be  noted  that  only  one-half 
as  much  weight  can  be  borne  when  so  concentrated  as  could 
be  supported  if  the  load  were  uniformly  distributed  over  the 
whole  beam. 


70 


410  WALNUT  ST.,  PHILADELPHIA. 

The  figures  given  in  the  tables  for  the  load  bearing 
capacity  of  any  beam  must  then  be  divided  by  2  to  ascertain 
the  safe  load  concentrated  at  the  middle  of  the  span,  and 
this  concentrated  load  will  cause  the  beam  to  deflect  ^  as 
much  as  would  the  distributed  load  named. 

If  the  load  is  to  be  concentrated  at  any  other  point  than 
the  centre,  then  the  following  statement  of  proportion  will 
determine  the  case :  The  weight  that  the  beam  can  carry 
at  the  centre  is  to  the  weight  that  it  can  carry  at  any  other 
point  as  the  rectangle  of  the  segments  of  the  span  at  the 
given  point  is  to  the  square  of  half  the  span.  For  example, 
supposing  a  12-inch  125-pound  beam  to  support  with  safety 
a  central  load  of  five  tons  for  a  span  of  20  feet,  what  load 
will  it  carry  concentrated  at  a  point  5  feet  from  one  wall? 

Here,  5  tons  :  X  tons  : :  5  X  lS  '■  10  X  10,  or  6f  tons. 

This  rule  is  of  service  in  such  cases  as  when  it  is  required 
to  provide  proper  beams  in  floors  under  heavy  local  loads, 
such  as  safes  or  vaults. 

Having  determined  the  load  per  square  foot  to  be  sus¬ 
tained,  the  proper  beams  to  use  may  be  ascertained  by 
reference  to  Table  II.  The  coefficient  of  safety  is  placed 
above  each  beam  in  this  table,  and  this  divided  by  the 
clear  span  in  feet  will  show  the  strength  of  the  beam  at 
this  span  for  a  distributed  load  in  net  tons  of  2000  pounds. 
The  deflexion  of  the  beam  corresponding  to  this  load  will 
be  found  in  the  next  line,  and  the  weight  of  the  beam 
should  be  deducted  from  the  safe  load.  For  any  less  load 
uniformly  distributed  the  deflexion  will  be  directly  pro¬ 
portionate  to  that  given  in  the  table. 

.To  determine  the  strength  of  beams  many  experiments 
have  been  made,  and  the  generally  accepted  theory  with 
regard  to  the  effect  of  applied  loads  is  that  which  assumes 
a  neutral  axis  at  the  centre  of  gravity  of  the  cross-section 
of  the  beam,  and  supposes  the  material  above  this  axis  to  be 
compressed  while  that  below  the  axis  is  extended,  the  re¬ 
sistance  of  any  element  to  the  strains  of  compression  or  ex¬ 
tension  being  directly  as  its  distance  from  the  neutral  axis. 


7« 


THE  PHCENIX  IRON  COMPANY, 


Certain  general  principles  have  been  fully  confirmed  by 
experiment,  such,  for  instance,  as  that  in  beams  of  equal 
length  and  breadth  the  strength  varies  directly  as  the  square 
of  the  depth,  and  in  beams  of  equal  length  and  depth  di¬ 
rectly  as  the  breadth. 

Hence  the  strength  of  any  beam  may  be  represented  by 
the  following  expression : 


W  breadth  X  square  of  depth  .  . 

=  -  ,  ,  --  X  constant. 

length 


The  value  of  the  constant  being  dependent  upon  the  material 
of  the  beam.  This  may  also  be  written. 


■yy _  area  X  depth  X  constant  _  a  X  d  X  c 

length  L 

Representing  the  various  conditions  of  loading,  it  has 
further  been  determined  by  experiment  that  the  following 
proportions  obtain  for  all  beams 

Fixed  at  one  end  and  loaded  at  the  other, 

W  —  a  XdXc . 

Fixed  at  one  end  and  uniformly  loadjd, 

W  =  2  (a  X  ^-Xf:) . 

Supported  at  both  ends  and  centrally  loaded, 

W  =  4  (aXd_Xf)  ; 

Supported  at  both  ends  and  uniformly  loaded, 

W  =  8  (aXdXc) 


1 


To  apply  these  formulas  to  any  given  beam,  it  is  necessary 
to  obtain  by  experiment  the  value  of  the  constant  c,  taking 
the  average  of  a  number  of  tests.  One-sixth,  one-fourth, 
or  even  one-third  of  this  value  may  be  taken  as  the  working 
load,  according  to  the  conditions  of  service  for  which  the 
beam  may  be  designed.  For  wrought-iron  rolled  beams, 
c  may  be  taken  as  48,00x3  pounds,  and  the  safe  load  per 
square  inch  of  effective  section  at  12,000  pounds,  or  six  net 
tons,  and  with  this  as  a  constant  the  tables  showing  the 
strength  of  Phoenix  beams  have  been  computed. 


72 


410  WALNUT  ST..  PHILADELPHIA. 


By  “effective  section”  is  meant  that  portion  of  the  total 
section  which  is  effective  in  resisting  the  strains  of  tension 
or  compression,  and  it  is  ordinarily  computed  by  adding 
one-sixth  of  the  area  of  the  stem  or  web  to  the  entire  area 
of  one  flange;  thus,  a  -I-  -. 

In  this  estimate  of  the  effective  section  two-thirds  of  the 
area  of  the  web  have  been  omitted  from  the  calculation, 
because  of  the  assumption  that  this  portion  of  the  web  lies 
too  near  to  the  neutral  axis  to  assist  in  offering  any  resist¬ 
ance  to  the  strains  caused  by  a  load. 

The  “effective  depth”  of  a  beam  is  the  distance  between 
the  centres  of  gravity  of  its  two  flanges,  and  in  Table  I 
this  effective  depth  has  been  expressed,  both  in  feet,  D,  and 
in  inches,  d;  the  former  being  required  in  the  formula  for 
strength,  while  the  latter  is  required  in  the  formula  for 
deflexion. 

For  rolled  beams,  under  the  equally  distributed  loads  of 
floors,  the  effective  section  of  the  lower  flange  is  in  tension 
and  the  upper  flange  in  compression,  so  that  if  the  safe  load 
of  six  tons  per  square  inch  is  assumed,  the  general  formula 
will  be 

\V=  8  (aXdX<=)  _  8  D  (a  +  V  6~ 

V  L  7  L 

Now,  in  this  formula,  it  is  only  necessary  to  insert  the 
proper  values  for  “effective  depth”  and  “  effective  section” 
given  in  the  table  for  each  particular  beam,  in  order  to  de¬ 
termine  its  strength  for  any  given  span.  The  load-factor 
for  each  beam  is  thus  dependent  upon  its  depth  and  the 
quantity  of  metal  in  its  flanges.  This  load-factor,  when 
divided  by  the  number  expressing  the  clear  span  in  feet, 
will  give  as  a  quotient  a  number  indicating  the  weight  in 
tons  that  the  beam  will  carry  with  safety.  For  the  several 
beams,  the  tables  show  what  the  proper  loads  are  that  may 
be  placed  upon  them  for  each  foot  of  clear  span. 

Stiffness  is  a  different  quality  from  strength.  A  beam 
that  may  be  quite  strong  enough  to  carry  a  given  load  may 
deflect  under  this  load  more  than  is  desirable. 


T 


73 


THE  PHCENIX  IRON  COMPANY, 


About  one-thirtieth  of  an  inch  per  foot  of  clear  span  is 
the  usual  maximum  of  deflexion  that  is  permissible.  Under 
ordinary  loads  this  is  attained  when  the  clear  span  is  about 
twenty-six  times  the  depth  of  the  beam,  and  the  heavy  lines 
in  the  tables  show  for  each  beam  where  this  limit  may  be 
found. 

Like  the  load-factor,  the  bending  moment  is  dependent 
upon  the  effective  depth  and  the  effective  section  of  the 
beam  to  which  it  is  to  be  applied ;  the  general  formula  for 
the  deflexion  of  any  beam  under  an  equally  distributed  load 


being  <5/  — 


.004  W.  L3 
( a  *  )  d* 


I5y  inserting  the  values  proper  to  each  beam,  the  results 
given  in  the  following  tables  have  been  obtained.  For  the 
process  of  deriving  this  formula,  see  page  76  following. 
A  close  approximation  to  the  actual  deflexion  at  the  centre, 
under  the  maximum  safe  load,  may  be  obtained  by  dividing 
the  square  of  the  length  of  the  span  in  feet  by  62  times  the 
depth  of  the  beam  in  inches. 


DEFINITION  OF  TERMS  USED  IN  FORMULAE. 

W  =  Equally  distributed  load  on  any  beam  in  net  tons. 

L  =  Length  of  clear  span,  expressed  in  feet, 
a  =  Area  of  top,  or  bottom,  flange,  in  square  inches, 
a'  =  Area  of  stem  of  beam,  in  square  inches. 

D  =  Effective  depth  of  beam,  expressed  in  feet, 
d  =  Effective  depth  of  beam,  expressed  in  inches. 

5  =  Strain  per  square  inch  of  effective  section  ^a  -f-  -g  )  in 

tons  of  2000  pounds. 

6  =  Deflexion  in  inches  at  middle  for  a  central  load. 

■y  —  Deflexion  in  inches  at  middle  for  a  uniformly  dis¬ 
tributed  load. 

General  formula  for  any  I  beam  j  ^ _  8  D  (a  -f-  |)  S 

under  an  equally  distributed  load.  )  L 


74 


410  WALNUT  ST.,  PHILADELPHIA. 


TABLE  I. 

ELEMENTS  OF  PHCENIX  BEAMS. 


*T=J 

d  .  ^ 

■as'iii® 

«es  8  4- 

«  tfc. 

°  *a 

ion  -t  NO  'too  OO  M  00  in  cnm  N  *t  N  M  O'  O  'OvO  ON 
m  O  00  (Ms  ■+  N  N  Cl  CO  n  O'  Cs  CO  h  OO  O  rf  CO  Cl  m 

T  O  CO  NVO't'tCOCOCOCl  M  M  M  M 

«  a 

■ 

s.  ° 

-2 

0  N  00  Cl  CO  VO  CO  m  CO  InCO  <n  -t  ~t  Cl  rf  10  to  lO  H  OO  O  ! 

EM 

•  1 

m  O  ON  O  in  MO  CO  O'  O  O'  O'  In  (s  iOj  *t  CO  Cl  Cl  -  m 

'tCOCICICiHHMHHH 

a 

2  ^ 

00  E* 

M 

d 

0  iJ-vO  no  o  n  o  o  co  n.  n  n  i-  n  o  o  n  oo  io 

£ 

CO  O  n  On  — <  COO  Ns  00  O'COCOCO'tcO't't  iOO  O  iOO 

w 

a 

co  -1-  4  0  *-»  M  CTN  cF  ON  NsOO  00  N.  N»0  O  iO  lo  -f  4  co  co 

w 

>- 

E— * 

0  0  oo  o  0  O'  O  n  tooo  m  co  o  co  o  no  co  co  »ooo  -+■ 

iri  NCO  m  CO  -t  o  m  Cl  in  ON  ON  H  m  CO  CO  iO  lOOO  OO  O'  O 

•h  i-.  hH  Qn  Qn  O'  OO  00C0OOOOO  m  m  <t  -t  co  co  n  CO 

Os* 

w 

<=> 

M  M  M 

COO  N  -t  COO  O  O  O  rf  m  -J-  'O  OnO  O  n  Th  0  O  NO 

n  oo  -i-oo  n  noooo  no  m  n  co  m  o  -■  o  o  io  m 

w 

a  •+■ 

rj-  co  coo  o  *i-*H  on  co  n  n  t^n  -t  co  m  o  o  -r  m  no 

w 

CO  c5 

Cn.  lo  -t-o  't  co  io  cn  coo  conconnnoiHMMM 

sc: 

cu 

loo  OO  O  ON  o  CO  0  CO  O  COO  n  0  O'  ■'TOO  0  O  0  Cl 

ed 

o  a 

m  -T  m  oo  m  1/)  OnO  n  o  co  NCO  o  TOO  in  O  0  co  oo 

“aj-2 

N  CO  N  'T  OO  M  Ns  Ns  -T  OO  OOdtOONONClHNO  NO 

g 

no  ininTTTcocncnpi  n  n  n  hi  m  m  m  m  m 

n  o  m  n  o  o  to  co  o  o  o  m  n  on  o  lo  oo  m  o  o  lo  n 

cd 

T  CO  ON  N  H  TMnOCO  O  CO  m  o  o  n  m  Cl  o  o  coo 

■< 

hi  rn  co  nx  cn  co  co  oo  >ooo  co  oo  hh  in  nco  -f  n  o  m  io 

E 

o  t  coin  co  ci  4  co  «  in  ci  ci  n  ci  ci  h  h  h  h  h  h 

Is 

in  o  n  ononoo  o  n-  n.  o  o  moo  m  Mn  h  loo  ioio  h 

'S  CO 

o  lo-t-lo-i-colo-t-  coo  -tcocococococon  con  n  n 

w 

'n  *— ■ 

w 

E-  ° 

_  e»  4 

be®  bp 

O  M  TO  '1  On  LO  LO  O  OnO  0  lo  MO  N  h  Ns  O  lo  0  m 

lo  m  co  io  o  o  n  T  -t  cn  o  oo  n  n  n  o  com  o  nmco 

o 

>  .2  &* 

M  ON  N  O  OO  o  OO  Ns O  O  t^O  O  LOO  IO  IO  LO  T  CO  T  Cl 

CO 

MM  M 

a 

•s  • 

£=» 

4o 

—  a 

nNH  «st»  -M  Mn  Mn  r>x  rxt  mn  mn  Mm  Mo  r**  cch*  kh- 

LOT’tiO'tTin’t'tmj'tco't't-tcocon  con  n  n 

O  0  LO  O  LOO  LOLOO  0  ~t  O  M  LO  O'  LO  O  OO  O  O  00 

o  LO  n  t-N  Cl  O'  CO  O  O'  'O  OO  NCO  O  O  IO  IO  T  CO  CO  co  M 

m 

^  N  s  S  s  s  2»s.  2ts.  -  svsssvv.vsv. 

io  io  >o  n  n  n  o  o  o  O'  O'  on  oo  oo  Ns  m  o  o  to  lo  Tj-'rf 

75 


THE  PHCENIX  IRON  COMPANY, 


The  general  formulae  for  deflexions  given  below  are  taken  from  Pro¬ 
fessor  Moseley’s  “  Mechanics  of  Engineering,"  edited  by  Professor 
Mahan,  in  1856,  changing  the  letters  which  he  has  employed  to  agree 
with  those  used  in  this  work. 

Let  /  =  The  clear  span,  in  inches. 

E  Modulus  of  elasticity  =  24,000,000  pounds  =  12,000  tons. 

I  =  Moment  of  inertia  for  the  several  forms. 

6  =  Deflexion  at  middle,  in  inches. 

W==  Load,  in  tons,  producing  deflexion, 
a  =  Area,  and  d  =  depth  of  beam,  in  Inches. 

Then,  for  a  beam  fixed  at  one  end  and  loaded  at  the  other, 

,  W/3 

()  =  , 

3  L  1 

For  a  beam  fixed  at  one  end  and  uniformly  loaded, 

W  /3 
6  =  8  El 

For  a  beam  supported  at  both  ends  and  loaded  at  the  centre, 

W/3 
6  48  E  I 

For  a  beam  supported  at  both  ends  and  uniformly  loaded, 

W  /  3 

^  "  8  ^  48  El 

For  the  several  sections  of  beams  the  value  of  I  will  be  as  follows : 


<  • 

O' 


j  1 

ji 


b  ds 


b  d'<-b' d'3 


0. 


7854  r* 


a  r- 
4 


5- 


6.  -JaL 


I  -  .7854  (r4-r'4) 

A  |  bd3+b'd'S-(b'-b)d"3| 


I  — 


b  da-b' d'3 


By  substituting,  in  formula  6,  the  effective  areas  of  flange  and  stem, 
d2 

I  =*=> - (6  a  -f  a') 

12 

Then,  for  shape  6,  supported  at  both  ends  and  loaded  at  the  centre, 
W  /  3 

0  "™* 

48XI2.°°°X  (6  a  +  a') 

12 

Substituting  1728  L3  for/3,  to  express  the  length  of  span  in  feet  instead 
of  inches,  we  have : 

W  I.  .036  W  L*  .006  W  L3 

27.78  (6  a  a')  d2  (6  a  +  a')  d2  ^a  +  *  ^  d2 


(5- 


And  for  shape  6,  supported  at  both  ends  and  uniformly  loaded, 
.004  W  L3 


S  — 


(a  +  6  )‘ 


In  this  form  the  formula  for  deflexion  will  be  found  in  the  table  of 
beams.  Table  I. 


76 


410  WALNUT  ST.,  PHILADELPHIA. 


TABLES  OF  BEAMS, 


SHOWING  THE  PROPER  SIZES  FOR 


Varjini  Conditions  of  Loading:  and  Spacing, 


WITH  THE  CORRESPONDING 


DEFLEXIONS  UNDER  THE  SAFE  LOADS. 


7 


77 


THE  PHOENIX  IRON  COMPANY 


T.A.IBI.IE  IX. 

Comparative  Strength  and  Stiffness 

OF  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-IRON  BEAMS, 

MADE  BY  THE 

PH  CE  NIX  IRON  COMPANY, 

FOR 


Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load. 


1 

89 

133 

15 

15 

15 

200  Lbs. 

150  Lbs. 

125  Lbs. 

W-4‘° 

w-  302 

w=2<8 

L 

L 

L 

s 

Cb. 

a 

0 

J3 

►4 

e 

a 

•  © 

H 

O 

H 

A 

i 

© 

t- 

d 

M 

J= 

A 

a 

a 

a. 

I 

© 

A 

to 

'a 

a 

s' 

s 

A 

* 

s 

J 

A 

to 

'a 

£ 

s' 

3 

A 

« 

aJ 

.3 

,<S 

A 

JbO 

A 

fc 

s" 

* 

A 

C/3 

<3 

■s 

JS 

0 

f 

od 

c/3 

CJ> 

FS 

IO 

41.0 

.1  l6 

667 

30.2 

.114 

500 

24.8 

n 

I  I  •> 

* 

4'7 

1 1 

37-2 

.140 

733 

27.4 

.13S 

55° 

22.5 

•'35 

458 

1  2 

34-2 

.167 

800 

25.2 

•'54 

600 

2C.7 

.162 

500 

13 

31.6 

.196 

867 

23.2 

.182 

650 

19.0 

.189 

542 

14 

29  3 

.227 

933 

21.6 

.212 

700 

'7-7 

.219 

5^3 

15 

27.4 

.261 

IOOO 

20.0 

■254 

750 

16.6 

•253 

<■>25 

16 

2t;.6 

•  2q6 

1067 

18.9 

.289 

800 

'5  5 

.287 

667 

I  *7 

1  / 

24.1 

•334 

"33 

17.8 

•327 

850 

14.6 

•  324 

708 

18 

22.8 

•37<> 

I  200 

168 

•3<>7 

900 

■  38 

•364 

750 

19 

21.6 

•4*9 

1267 

15.9 

.410 

950 

13.0 

•403 

792 

20 

20.5 

•463 

1333 

*5  * 

•455 

IOOO 

12.4 

•449 

833 

21 

19  5 

.510 

I4OO 

14.4 

.502 

1050 

1 1.8 

•494 

^75 

22 

1S.6 

.n6o 

1467 

*3-7 

•55' 

I  IOC 

1 1.2 

•539 

9  >  7 

23 

.7.8 

.612 

'533 

'3' 

.602 

1 150 

10.7 

.589 

958 

24 

17. 1 

.667 

1600 

126 

.656 

1200 

10.3 

.644 

1000 

25 

16.4 

•725 

1667 

12.  I 

.712 

1250 

99 

.699 

1042 

26 

158 

.785 

'733 

1 1 .6 

.769 

1300 

9-5 

•755 

•083 

27 

15.2 

.846 

1800 

1 1.2 

.828  1350 

9.2 

.819 

1 1 25 

28 

14.6 

.906  1867 

108 

.889  1400 

8.9 

.884 

1 167 

29 

14  1 

.972 

*933 

10.4 

■942  145° 

8.6 

.966 

1208 

30 

>3-7 

1 .040  2000 

1 0.0 

1. 017 

1500 

8-3 

I.CI4 

1 250 

410  WALNUT  ST..  PHILADELPHIA. 


TABLE  II. 

Comparative  Strength  and  Stiffness 

OF  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-IRON  BEAMS, 

MADE  BY  THE 

PHCENIX  IRON  COMPANY, 

FOR 


Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load, 


55 

12 

170  Lbs. 

57 

12 

125  Lbs. 

w=-2£ 

139 

12" 

96  Lbs. 

▼  — 

Safe  Load,  Net  Tods. 

fl 

0 

bfl 

'fl 

0 

a 

« 

a 

0 

E-> 

« 

O 

i-3 

.0 

a 

0 

H 

_bJ3 

'g 

k-i 

a 

a 

a 

a 

0 

fc-* 

0 

C/3 

‘a 

L 

0 

C3 

S3 

a~ 

ri 

m 

s 

pt. 

a 

a 

c>4 

t-i 

O 

29.2 

26.6 

243 

22.4 
20.9 

19.4 

18.3 

17.2 

16.2 

15.4 

14.6 
*3-9 
*3-3 

12.7 

12.2 

.147 

•177 

.210 

.246 

.2S6 

.328 

•374 

•423 

•475 

•530 

.587 

.648 

.711 

•777 

.846 

567 

623 

6S0 

737 

793 

850 

907 

963 

1020 

1077 

1  *33 

1 190 
1247 

1 3°3 
1360 

20. 5 

18.5 

1 7-3 
16.0 
14.9 

13.8 

130 

12.2 

11. 5 

10.9 
10.4 

9-9 

9.4 

9-o 

8-7 

.144 
.174 
.207 
•  243 
.2S2 
•325 
.360 
.408 
•459 
•5 1 3 
•578 
.636 
.69S 

•763 

.S32 

417 

45s 

500 

542 

583 

.625 

667 

70S 

750 

792 

S33 

875 

917 

958 

IOOO 

15.6 

14.2 

13-0 

12.0 

II. I 
IO.4 

9-7 

9.2 

8.7 

8.2 

7.8 
7-4 
7-i 

6.8 
6.5 

// 

.140 

.170 

.202 

•237 

.252 

.316 

•35 1 
.407 

•457 

•537 

.562 

.617 

.685 

•  744 
.809 

320 

352 

384 

416 

44S 

4S0 

512 

544 

576 

608 

640 

672 

704 

736 

768 

IO 

I  I 

12 

x3 

14 

*5 

16 

17 

18 

x9 

20 

21 

22 

23 

24 

n.7 

.918 

1417 

8-3 

•903 

1042 

6.2 

.872 

800 

25 

II. 2 

.992 

1473 

8.0 

•997 

10S3 

6.0 

.950 

832 

26 

10.8 

1.06S 

*53° 

7-7 

1  053 

1125 

5-7 

I. OIO 

864 

27 

IO.4 

1. 147 

.587 

7-4 

1-131 

1 167 

5-5 

1.0S7 

896 

28 

IO. O 

1.230 

1643 

7-i 

1. 21  I 

1208 

5-3 

I.1S6 

928 

29 

9-7 

i-3M 

1700 

6.9 

1.294 

1250 

5-2 

1.265 

960 

30 

79 


THE  PHCENIX  IRON  COMPANY, 

TABLE  II. 

Comparative  Strength  and  Stiffness 

OP  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-IRON  BEAMS, 

MADE  BY  THE 

PHCENIX  IRON  COMPANY, 

FOR 


Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load. 


114 

1014' 

135  Lbs. 

W  L 

58 

IO  'A" 

105  Lbs. 

w-  155 

W  L 

131 

1054" 

90  Lbs. 

w-  133 

w  L 

8 

Pm 

.2 

c~ 

CO 

1 

6 

C 

O 

H 

* 

3 

<3 

d 

_bo 

'a 

0 

CM 

1 

O 

O 

JO 

*-3 

a 

8 

-- 

pa 

0 

S' 

O 

SB 

•d" 

t>S 

3 

£ 

d 

0 

g 

0 

bo 

'S3 

O 

CM 

8 

fc 

O 

u 

J3 

►—4 

a 

B 

ed 

PQ 

s 

§ 

£ 

SB 

oj 

3 

cS 

d 

1 

«*3 

A 

bo 

'ca 

0 

CM 

O 

J3 

>-a 

.5 

B 

3 

pa 

0 

£ 

IO 

I  I 

12 

>3 

14 

15 

16 

>7 

18 

19 

20 

21 

22 

17.8 
16.2 

14.8 

'3-7 

12.7 

1 1.8 

1 1. 1 
io-S 

9-9 

9-3 

8.9 

8.5 

8.1 

.149 

.180 

■214 

•251 

.291 

•333 

.38° 

•431 

.481 

•533 

•595 

.658 

.721 

450 

495 

540 

5S5 

630 

675 

720 

765 

810 

855 

900 

945 

990 

1 5-5 
14.0 

1 2.9 

11. 8 

1 1. 1 

10.2 

9  7 
9  1 
8.6 
8  1 

7-7 

7-3 

7.0 

.164 

.197 

.236 

.278 

.  322 

•364 
•  4*4 
.470 
.528 

■589 

.652 

.719 

.788 

350 

385 

420 

455 

490 

525 

560 

595 

630 

665 

700 

735 

770 

•3-3 

12. 1 

1 1.0 

10.2 

9  5 
8.8 
8-3 
7-8 
7-4 
7.0 
6.6 
6-3 
60 

.162 
.197 
.232 
■  274 
•3>8 
•363 
■415 
.468 
•527 
.587 
.645 

•7*3 

.781 

300 

330 

360 

39° 

420 

450 

480 

5>° 

540 

570 

600 

630 

660 

23 

7  7 

.784 

io35 

6.7 

.862 

805 

5-7 

.848 

690 

24 

7-4 

.856 

1080 

6.5 

.941 

840 

5-5 

•930 

720 

25 

7-1 

.928 

1125 

6.2 

1.025 

875 

5-3 

1  01 3 

750 

26 

6.8 

I  .OO 

1170 

5-9 

I.  105 

910 

5-i 

1 .096 

780 

27 

6.6 

1.08 

1215 

5-7 

1  187 

945 

4-9 

1. 179 

810 

28 

6.3 

I  .l6 

1260 

5-5 

I  271 

980 

4-7 

1.262 

840 

29 

6.1 

1.24 

1305 

5-3 

1  360  1015 

4.6 

1.372 

870 

3° 

59 

i-33 

1350 

5-i 

1.455  1050 

4-4 

>•453 

900 

80 


410  WALNUT  ST.,  PHILADELPHIA. 

TABLE  II. 

Comparative  Strength  and  Stiffness 

OF  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-IRON  BEAMS, 

MADE  BY  THE 

PHCENIX  IRON  COMPANY, 

FOR 


Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load. 


c: 

c 

aS 

e/a 

u 

c3 

10 

1 1 

12 

13 

14 

15 

16 

17 

18 

4 

9 

150  lbs. 

w-  7 

5 

9 

84  Lbs. 

w=-I~ 

6 

9 

70  Lbs. 

[  Safo  Load,  Net  Tons. 

I 

1  Correspon'g  Deflexion. 

j  Wt.  of  Beam,  in  Lbs. 

c 

0 

E— 

25 

O 

Correspon’g  Deflexion. 

Wt.  of  Bean\  in  Lbs. 

Safe  Load,  Net  Tons.  | 

Correspon’g  Deflexion. 

J5 

CJ 

fe" 

P3 

s 

■9-7  -203  500 
<7-8  .243  550 
16.4  .296  600 
'5-2  .347  650 
14. 1  .402  700 
>3-2  .459  750 
12.3  .530  800 
11.6  .5S5  850 
10.9  .654  900 

10.8 

9.8 

9.0 

8-3 

7-7 

7.2 

6.7 

6-3 

6.0 

.192  280 
.231  308 

.276336 
•324364 
•376  392 
•432  420 

.488  448 
.550  476 
.622  504 

9.2 
8.4 
7-7 
7.0 
6.7 

6.2 
5-7 
5-4 
5-1 

.190 

•231 

■275 

.318 

•3S0 

•432 

.448 

■548 

.615 

233 

256 

280 

303 

326 

350 

373 

396 

420 

19 

I0-3  -737  95° 

5-7 

■695532 

4-8 

.690 

443 

20 

9.8  .807  1000 

5-4 

.768  560 

4.6 

.761 

466 

21 

9.3  .891  1050 

51 

•S39  588 

4.4 

.S42 

490 

22 

8.9  .980  1 100 

4-9 

.927  616 

4.2 

■925 

513 

23 

8.51.07  1150 

4-7 

1 .0 1  644 

4.0 

I. OI 

536 

24 

8.2  1. 1 7  1200 

4-5 

1. 10  672 

3-8 

1 .08 

560 

25 

7-9  >  27  1250 

4-3 

1. 1 9  700 

3-6 

1 . 1 6 

583 

26 

7-61.38  1300 

4.1 

1.27  728 

3-5 

1.27 

606 

27 

7  3  MS  135° 

3-9 

1.36  756 

3-4 

1.38 

630 

28 

7.0  1.59  1400 

3-8 

1.48  784 

3-3 

1.49 

653 

29 

6.8  1.70  1450 

3-7 

1.60  812 

3-2 

1.60 

676 

30 

6.6  1.83  1500 

3-6 

1.73  840 

3-i 

i-73 

700 

7 


Si 


THE  PHCEN I X  IRON  COMPANY, 


TABLE  XX. 

Comparative  Strength  and  Stiffness 

OF  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-IRON  BEAMS, 

MADE  BY  THE 

PHCEN  I X  IRON  COMPANY, 

FOR 


Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load. 


113 

8 

81  Lbs. 

59 

8 

65  Lbs. 

112 

7" 

69  Lbs. 

V-AA 

Clear  Span,  in  Feet. 

0 

SK 

3 

1 

C 

O 

M 

«3 

<5 

bO 

'O 

8. 

1 

O 

O 

J3 

#-3 

a 

i 

A 

O 

? 

£ 

& 

5k 

3 

% 

d 

4a 

O 

to 

*d 

0 

0. 

1 

JO 

.2 

S 

« 

0 

a 

6- 

■S 

3 

1 

§ 

M 

I 

bo 

'a 

a 

0 

J3 

»-a 

a 

s' 

g 

A 

0 

9-4 

8-5 

7.8 

7.2 
6.7 

6.2 

5  9 

.215  270 
.258  297 
.308  324 
•361  35* 
.420  378 

.478  405 
•546  432 

7-4 

6.8 

6.2 

5-7 

5-3 

4-9 

4.6 

.215  216 
.264  238 
.312  260 
.365  282 

•424  303 

•475  325 

•549,347 

7.2 

6.5 

6.0 

5-5 

5« 

.252  230 

•303  253 

.363  276 
.424  299 

•491 322 

IO 

I  I 

12 

13 

14 

*5 

16 

4.8 

4-5 

.568345 

.645  368 

5-5 

.617459 

4-3 

.616368 

4.2 

•724391 

17 

5-2 

.693  486 

4-i 

.697  390 

4.0 

.818  414 

18 

5-o 

•783  513 

3-9 

.780412 

3-8 

.914437 

*9 

4-7 

•859  540 

3-7 

•863  433 

3-6 

r.oi 

460 

20 

4-5 

.952  567 

3-5 

•946  455 

3-4 

1. 10 

483 

21 

4-2 

1.02 

594 

3-4 

1.05 

477 

3-2 

1. 19 

506 

22 

4-1 

1. 14 

621 

3-2 

*  *3 

498 

3' 

1.32 

529 

23 

3-9 

123 

648 

3-1 

125 

520 

3-0 

1-45 

552 

24 

3-7 

>•32 

675 

2.9 

132 

542 

2.9 

1.59 

575 

25 

3-6 

1.44 

702 

2.8 

*  -43 

563 

2.8 

1.72 

598 

26 

3-5 

*-57 

729 

2.7 

*  55 

585 

2-7 

1.86 

621 

27 

3-3 

*■65 

756 

2.6 

1.66 

607 

2.6 

2.00 

644 

28 

3-2 

1.78 

783 

2-5 

*  77 

628 

2-5 

2.14 

667 

29 

3-1 

i-9» 

810 

2.4 

1.88 

650 

2-4 

2.27 

690 

3°  . 

82 


410  WALNUT  ST.,  PHILADELPHIA. 

TABLE  IT. 

Comparative  Strength  and  Stiffness 

OF  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-IRON  BEAMS, 

MADE  BY  THE 

PHCENIX  IRON  COMPANY, 

FOR 


Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load, 


7" 

55  Lbs. 

m 

6 

50  Lbs. 

w—  ■J3 

8 

6 

40  Lbs. 

W=  l 

d 

a- 

d 

1 

a 

a3 

J3 

1 

s 

J3 

a 

•§ 

.2 

iS 

a 

E— • 

a 

a 

C3 

ss 

a 

cd 

Z 

_b£) 

S 

_hO 

a 

s 

C/3 

3 

*3 

3 

i* 

s* 

2 

«2 

t 

:£ 

«2 

s 

60 

cS 

is 

£3= 

IO 

5-4 

.248183 

4-5 

.290 

167 

3-5 

.286 

133 

1 1 

4.8 

•293 

201 

4-1 

•352 

•83 

3-2 

•348 

146 

12 

4-5 

•357 

220 

3-7 

.412 

200 

2.9 

.410 

160 

13 

4.2 

•423238 

3-4 

.481217 

2.7 

.486 

173 

14 

3-9 

.491  256 

3-2 

•566233 

2-5 

.562 

i86 

15 

3-6 

.558 

275 

3-0 

•653  250 

2*3 

•636 

200 

l6 

3-4 

.651 

293 

2.8 

.740  267 

2.2 

■738 

213 

1 7 

3-2 

.722 

311 

2.6 

.824 

283 

2.0 

•805 

226 

is 

3° 

.803 

330 

2-5 

.940 

3°° 

'•9 

.907 

240 

19 

2.8 

.882 

348 

2.4 

1.06 

3i7 

1.8 

I.OI 

253 

20 

2-7 

•992 

366 

2.2 

••3 

333 

i-7 

I.I  I 

266 

21 

2.5 

1.06 

385 

2.1 

1.25 

350 

1.6 

1 .21 

280 

22 

2.4 

I.  17 

403 

2.0 

*-37 

367 

1.6 

*  39 

293 

23 

2-3 

1.28 

421 

*•9 

1.49 

383 

>•5 

1.49 

306 

24 

2.2 

1  39 

440 

1.8 

1.60 

400 

!-5 

..58 

320 

25 

2.1 

1.50 

458 

1.8 

1.81 

4i7 

1-4 

1.79 

333 

26 

2. 1 

1.69 

476 

i-7 

1.92 

433 

i-3 

1.87 

346 

27 

2.0 

i. So 

495 

1.6 

2.02 

450 

1-3 

2.O9 

360 

28 

1  9 

1.90 

513 

1.6 

2.26 

467 

1.2 

2.15 

373 

29 

1.8 

2.01 

531 

i-5 

2.36 

483 

1.2 

2-39 

386 

3° 

1.8 

2.23 

550 

<•5 

2.6l 

500 

I.I 

2.43 

400 

S 


THE  PHCENIX  IRON  COMPANY 


TABLE  IX. 

Comparative  Strength  and  Stiffness 

OP  THE 

DIFFERENT  SECTIONS  OF  WROUGHT-iRON  BEAMS, 

MADE  BY  THE 


PHCENIX  IRON  COMPANY, 

FOR 

Sustaining,  with  entire  safety,  a  Uniformly  Distributed  Load, 


1C6 

5 

36  Lbs. 

105 

5" 

30  Lbs. 

L 

65 

4 

30  Lbs. 

Safo  Load,  Net  Tons. 

Correspond  Dcfleiion. 

Wt.  of  Beam,  in  Lbs. 

Safo  Load,  Net  Tons. 

Correspond  Deflexion. 

1 

—3 

.5 

B 

PQ 

0 

? 

Safe  Load,  Net  Tons. 

1 

Correspond  Deflexion. 

Wt.  of  Beam,  in  Lbs. 

s 

ffc. 

.2 

d 

J. 

| 

2-5 

•337  '20 

2.1 

II 

.336  IOO 

1.80 

II 

.448 

IOO 

10 

2.3 

•413  '32 

1-9 

.405  I  IO 

1.63 

•545 

1 10 

1 1 

2.0 

I  .466  144 

'•7 

•47' 

120 

1.50 

■643 

120 

12 

1.9 

•563  '56 

1.6 

•563  '30 

1.38 

.752  130 

'3 

1.8 

.667  168 

i-5 

.660  140 

1.28 

.872  140 

'4 

i-7 

•774  180 

1-4 

•757  '50 

1.20 

I. OO 

150 

'5 

1.6 

.885  192 

13 

.854  160 

1.12 

'•*3 

160 

l6 

15 

•995  204 

1.2 

•945  '7o 

1.06 

1.29 

170 

'7 

14 

1. 10  216 

1.2 

1. 12 

180 

I. OO 

'•44 

180 

l8 

*•3 

1.20  228 

1. 1 

1. 21 

I90 

•95 

1.62 

I9O 

'9 

1.2 

1.29  240 

1.0 

1.28 

200 

•90 

'■79 

200 

20 

1.2 

1.50  252 

1.0 

'45 

210 

•85 

'95 

210 

21 

I  I 

1 .  s8  264 

•95 

1.62 

220 

.81 

2.14 

220 

22 

1. 1 

1.80  276 

90 

'75 

230 

.78 

2-35 

230 

23 

1.0 

1.86  2S8 

■85 

1.88 

24O 

•75  2-57 

24O 

24 

1.0 

2. 1  I  3OO 

.52  2.05 

250 

.72  2.79 

25O 

25 

•95 

2.25  312 

.80  2.25 

260 

.693.01 

260 

26 

.92 

2.44  324 

•77 

2  43 

270 

.66  3.26 

27O 

27 

.90 

2.66  336 

•75  2.64 

280 

•64  3-5I 

280 

28 

.86 

2  83  348 

.72 

2.81 

29O 

•62  3-77 

29O 

29 

.83  3.20  360 

•70303 

300 

.60  4.02 

300 

30 

84 


410  WALNUT  ST.,  PHILADELPHIA 


PHCENIX  BEAMS. 

THEIR  ADAPTATION  AND  DUTY  AS  FLOORING  JOISTS. 


Clear 

3' 

3 

4' 

4  MS' 

5' 

5  w 

6' 

Span. 

apart 

apart 

apart 

apart 

apart 

apart 

apart 

10  feet. 

30  □' 

35  a' 

40  o' 

45  0' 

50  □' 

55  □' 

6j  □' 

Load  lbs. 

4,200 

4,900 

5,600 

6.300 

7,000 

7,700 

8,400 

1 

6 

_ 

7  or  8" 

12  feet. 

36  □' 

42 

48 

54 

60 

66 

72 

Load  lbs. 

5,°4° 

5,880 

6,720 

7,560 

8,400 

9,240 

10, 080 

1 

6  or 

7" 

_ 

7" _ 

8" 

14  feet. 

42  □'  j 

49 

56 

63 

70 

77 

84 

Load  lbs. 

5,880 

6,860 

7,840 

8,820 

9,800 

O 

**■4 

OO 

O 

11,760 

1 

7  or 

8" 

8  or  9"  “0 

9" 

70 

16  feet. 

48  □' 

5'1 

64 

72 

80 

88 

96 

Load  lbs. 

6,720 

7,840 

8,960 

10,080 

11,200 

12,320 

13,440 

1 

8' 

g"  70 

9" 

84 

"  105 

18  feet. 

54  0' 

63 

72 

Si 

90 

99 

108 

Load  lbs. 

7,560  ; 

8,820 

10,080 

”,340 

12,600 

13,860 

i5»I2° 

1 

8  or  9"  7,1 

9" 

10  M' 

105 

20  feet. 

60  □'  1 

70 

80 

9° 

IOO 

no 

120 

Load  lbs. 

8,400  1 

9,800 

11,200 

12,600 

14,000 

15,400 

16,800 

1 

9^orio^2| 

Io]/£ 

'  105 

12' 

125 

22  feet. 

6< 

77 

88 

99 

no 

I  2  I 

132 

Load  lbs. 

9,240 

10,780 

12,320 

13,860 

15.4°° 

16,940 

18,480 

1 

io34,/ i°5 

12"  125 

12"  170 

24  feet. 

72  □'  1 

34 

96 

I08 

120 

132 

M4 

Load  lbs. 

10,080 

11,760 

13,440 

15, 120 

l6,800 

CO 

OO 

O 

20,160 

I 

0 

0 

,2"  125 

1/ 

12" 

70  or  15 

"  150 

26  feet. 

78  □' 

91 

104 

XI7 

130 

*43 

156 

Load  lbs. 

10,928 

12,740 

14,560 

16,380 

18,240 

20,020 

21,840 

1 

10  \4ori2 

12' 

125 

12"  17 

1  or  15' 

150 

1 5"  150 

28  feet. 

84'  □  1 

93 

1 12 

126 

140 

*54 

168 

Load  lbs. 

11,760 

13,720 

15,680 

17,640 

19,600 

21,560 

23.520 

1 

12"  125  or 

15"  150 

12"  170  or  15"  150 

15"  >50 

15' 

200 

30  feet. 

90  □' 

'  105 

120 

*35 

150 

165 

i8d 

Load  lbs. 

12,600 

14,700 

16,800 

18,900 

21,000 

23,100 

25,200 

1 

12  ori5150| 

12"  170  or  15"  150 

15" 

!$"  200 

In  above  table  the  load  is  taken  at  140  lbs.  per  □  foot  of  floor. 


85 


THE 

PHCENIX  IRON 

COMPANY, 

STANDARD 

BOLTS  AND 

CAST 

SEPARATORS  FOR 

COMPOUND  BEAMS. 

- 

WEIGHT  in  LBS. 

SIZES  OF  BOLTS. 

NUMBER 

C.toC. 

C.toC. 

Length  ® 
of 

AND 

of 

of 

SIZE  OF  BEAMS. 

Beams. 

Bolts. 

Cast 
Sepa’i . 

Two 

Bolts. 

Siam. 

L  . 

I  Length. 

.  ,  Beam 

Se?ar' 'Flanges 

2  I 5"  200 

6" 

9" 

•9 

34 

V 

7§ 

// 

54"''  1\" 

2  15  I50 

51 

9 

17 

3 

64 

4  4  10 

2  15  I2S 

5 

9 

17 

3 

6  A 

48  9  4 

2  12  I70 

6 

6A 

15 

34 

74 

54  hA 

2  12  125 

51 

6* 

'5 

3 

6 

4 1  io 

212  96 

5 

6A 

1 5 

3 

6-J 

48  94 

2  10A  135 

5.1 

54 

1 1 

3 

7 

5.  «oJ 

2  IO.]  I05 

5 

54 

1 1 

3 

6  A 

4  -I  1  94 

O 

O 

O 

N 

5 

54 

1 1 

3 

64 

44  94 

2  9  150 

6 

44 

9 

34 

7. 

5  s  ”4 

2  9  S4 

4  V 

4*i 

9 

2} 

6 

44  8.1 

2  9  70 

4 

44 

9 

2  4 

5 

04  7  2 

2  8  8l 

5 

4 

8 

24 

r 

6 

4!  1  9-4 

2  8  65 

4i 

4 

8 

2 

5' 

. 

4  s  8A 

2  7  69 

4} 

3 

7 

•4 

5: 

4i  8  A 

2  7  55 

4 

3 

7 

•4 

54 

3l  1  7 4 

2  6  50 

4 

3 

5 

iA 

54 

34  !  74- 

2  6  40 

3 

3 

5 

1  7 

4 

4 

24  54 

1 

STANDARD  BRACKETS  FOR 

BEAMS. 

BRACKETS. 

Size  of 

BOLTS. 

RIVETS.  Approx 

Wt  nf 

Beam. 

No. 

Size  of  L 

No. 

Size. 

No. 

Size.  *  Srt- 

15"  2  4 

X  4 

-10" 

6 

i  x 

2" 

3 

4X2J  26 

«2  2  3}  X  3i" 

6 

4  X 

it 

3 

4x24  17 

10A  2  3i  X  3i-  7i 

6 

4  X 

ij 

3 

4  X  24  17 

9  23 

X  3 

-  54 

4 

8  X  "4 

2 

f  X  24  9 

8  23 

X  3 

-  54 

4 

i  X 

•4 

2 

4  X  24  9 

7  23 

X  3 

-  4 

4 

if  X 

1 3 

1 4 

2 

1  X  241  i\ 

6  23 

X  3 

-  4 

4 

1  X 

a 

2 

1  X  24  1\ 

86 


410  WALNUT  ST.,  PHILADELPHIA. 


THE  PHOENIX  IRON  COMPANY, 


Cases  frequently  occur  in  which  a  column  cannot  be  in¬ 
troduced  into  the  building,  and  the  girder  must  then  be 
deepened  and  made  strong  enough  to  bear  its  load  without 
such  assistance.  For  this  purpose  girders  are  built  of  plate 
and  angle  irons  combined  in  suitable  form  to  resist  the 
strains  induced  by  the  load  in  the  several  members,  and  of 
depths  that  vary'  to  suit  the  special  conditions  of  each  case. 

Fig.  8  shows  the  usual  form  adopted  for  plate  girders. 
The  ends  should  be  further  stiffened  by  vertical  members, 
to  resist  the  shearing  strain  on  the  web  at  the  points  of  sup¬ 
port,  as  shown  on  opposite  page. 


Box  girders  (as  below)  composed  of  a  combination  of 
plates  with  angle  irons,  are  also  frequently  used,  and  may 
be  built  up  in  sections,  varying  according  to  architects’ 
designs. 


88 


410  WALNUT  ST.,  PHILADELPHIA. 


8 


89 


LATTICE  GIRDER 


THE  PHCENIX  IRON  COMPANY, 


Between  the  joists  the  spaces  are  filled  up  with  brick 
arches,  resting  on  the  lower  flanges  against  cast-iron  or 
brick  skew-backs. 

The  bricks  should  be  moulded  with  a  slight  taper  to  suit 
the  arch,  and  be  laid  in  place  with  as  little  mortar  as  possi¬ 
ble.  Above  the  arch  the  space  is  filled  with  grouting,  in 
which  wooden  strips  2//Xi//  ate  bedded  for  nailing  the 
flooring  to.  The  thrust  of  the  arches  is  taken  up  by  a  series 
of  tie-rods,  placed  in  lines  from  6  to  8  feet  apart,  and  usu¬ 
ally  from  3^"  io  i  inch  in  diameter,  as  shown  in  plan  (Fig. 
9),  that  run  from  beam  to  beam  from  one  end  of  the  build¬ 
ing  to  the  other,  being  anchored  into  each  end  wall  with 
stout  washers,  an  angle  bar  or  channel  serving  as  a  wall- 
plate  for  distributing  the  strain  produced  by  the  thrust  of 
the  first  arch. 

Instead  of  the  brick  arches  corrugated  iron  is  sometimes 
used  to  fill  in  the  spaces.  It  is  placed  on  the  lower  flanges 
of  the  beams  and  filled  in  above  with  cement  in  place  of 
brickwork. 

The  centres  for  turning  the  arches  can  be  suspended  by 
iron  straps  hooked  on  the  lower  flange,  and  detachable  on 
one  side  so  that  the  frames  can  be  shifted  from  point  to 
point  as  the  work  progresses.  If  a  flush  surface  is  preferred 
for  the  ceiling,  it  may  be  obtained  by  wedging  strips  of  pine 
between  the  beams,  and  tacking  the  laths  diagonally  to  the 
under  side  of  these,  finishing  with  a  smooth  and  fair  surface 
of  plastering,  and  thus  entirely  concealing  the  iron-work 
above.  Hollow  brick,  moulded  especially  for  this  class  of 
work,  have  been  used  to  some  extent  in  the  place  of  solid 
arching,  with  the  object  of  diminishing  the  dead  weight. 
The  cost,  however,  is  somewhat  greater  than  solid  bricks. 
Latterly,  also,  what  are  called  flat  arches,  made  of  hollow 
bricks,  have  been  introduced,  the  object  being  to  secure  a 
flat  ceiling. 


9° 


410  WALNUT  ST.,  PHILADELPHIA 


THE  PHCENIX  IRON  COMPANY, 


The  use  of  hollow  bricks  and  hollow  composition  blocks 
of  a  variety  of  shapes  as  a  substitute  for  solid  brick  arches 
has  become  quite  general,  and  illustrations  of  their  useful 
application  in  the  construction  of  fire-proof  work  are  shown 
on  the  opposite  page. 

It  is  evident  that  the  diminution  of  the  dead  load  to  be 
borne  by  the  iron  framing  affords  quite  an  advantage  and 
permits  of  a  more  economical  use  of  material. 

The  most  effective  method  of  accomplishing  this  result 
is  to  substitute  hollow  burnt- clay  brick,  or  hollow  concrete 
blocks,  for  the  solid  common  bricks  generally  employed, 
thus  reducing  the  dead  weight  of  the  arch  by  40  to  50 
per  cent.  The  hollow  brick  and  blocks  may  be  used 
either  in  segmental  or  flat  arches,  according  to  whether  a 
curved  or  flat  ceiling  is  preferred. 

Hollow  blocks  of  burnt  fire-clay,  purposely  made  for  use 
in  flat  arches,  are  manufactured  in  quantity  in  a  number 
of  places,  and  concrete  blocks  or  artificial  stone  has  also 
been  employed  with  very  satisfactory  results.  The  vous- 
soir  blocks  are  cemented  together  with  joints  inclined  to 
a  common  centre  as  in  a  segmental  arch.  The  skew-backs 
of  the  flat  arches  take  the  form  of  the  iron  beams  against 
which  they  rest,  and  each  block  keys  with  the  adjacent  one, 
no  two  joints  being  allowed  to  be  parallel,  as  this  would 
endanger  the  safety  of  a  flat  arch.  The  lower  surfaces  of 
the  blocks  descend  about  an  inch  below  the  flanges  of  the 
iron  beams,  and  a  thin  tile  is  slipped  into  place  to  cover  the 
iron  for  protection  from  fire.  A  coat  of  cement  is  then 
applied  to  the  surface  of  the  entire  ceiling,  and  it  is  ready 
to  receive  any  finishing  decorative  treatment  that  may  be 
preferred.  The  upper  level  of  the  blocks  may  be  carried 
up  to  the  top  of  the  iron  beams,  taking  the  place  of  the 
concrete  filling  sometimes  employed.  The  iron  beams  will 
thus  be  entirely  surrounded  by  the  best  known  non-con¬ 
ductors  of  heat,  brick  or  concrete,  and  will  be  fully  pro¬ 
tected  from  the  action  of  flame,  should  the  combustible 
contents  of  a  room  be  accidentally  burned. 

For  large  spans  a  rib  is  formed  in  the  hollow  blocks  fol¬ 
lowing  the  curve  of  pressure,  and  this  adds  very  materially 


92 


410  WALNUT  ST.,  PHILADELPHIA 


I 


FIRE  PROOF  CONSTRUCTION 

WITH  IRON  AND  HOLLOW  BRICK. 


°  4ShpIB§^ 

I  FLAT  ARCH  OF  TfclL  HOLLOW  BLOCKSl 


ic.  cc  n  o' 

c  -.qc  ,c  ojopioc, 

FLAT  ARCH  OF  HOLLOW  BRICK 


FLAT  ARCH  OF  TF.IL  HOLLOW  BLOCKS 

Ih\^U\OG  DC  O □ :  O D ;  O  OjO 0‘/f) 

,c  v  rx  rr_  nn  cn  nr  nr  no 

FLAT  ARCH  OF  HOLLOW  BRICK,  ARCHED  RIB. 


FLAT  ROOF  BETWEEN 
IRON  BEAMS. 


POROUS  LIGHT  BRICK  ARCHF.f 
AND  BEAM  PROTECTION. 


8* 


93 


THE  PHCENIX  IRON  COMPANY, 


to  the  strength  of  a  flat  arch  formed  of  them.  Such  arches 
have  frequently  been  tested  with  loads  of  one  ton  per  square 
foot  without  failure,  and  their  great  strength,  in  combination 
with  lightness,  is  of  value  and  importance.  But  the  blocks 
must  be  of  first-class  quality  and  skilfully  placed  by  com¬ 
petent  workmen  to  obtain  the  best  results  from  them. 

When  segmental  arches  are  preferred,  hollow  brick 
may,  with  advantage,  be  substituted  for  the  ordinary  solid 
bricks,  diminishing  the  dead  load  to  some  extent.  Sus¬ 
pended  ceilings  of  hollow  blocks  i yz  to  2  inches  thick 
are  sometimes  employed.  The  blocks  are  supported  on 
bars  of  J_  and  L  iron  placed  about  16  inches  apart  and 
hung  from  the  floor  beams  by  suitable  hooks  and  clamps. 
The  suspended  ceiling  is  fire-proof  in  itself  when  coated  with 
a  covering  of  cement,  and  by  means  of  the  air  space  above  it 
very  thoroughly  protects  the  floor  beams  from  the  effects  of 
heat  in  the  room  below.  Similar  hollow  blocks,  well  ce¬ 
mented  together  and  bound  with  hoop  iron  about  the  flanges, 
are  also  used  to  protect  box-girders  from  the  effects  of  heat. 

For  making  a  finish  inside  the  slating,  and  for  lining 
Mansard  roofs  between  the  iron  beams,  hollow  blocks  2  to  4 
inches  thick  have  been  employed  with  excellent  results. 
The  blocks  are  usually  cemented  together  and  fastened  to 
the  purlins  by  small  flat  iron  hooks,  leaving  a  hollow  space 
between  the  slating  and  the  fire-proof  hollow  wall,  the 
inner  surface  being  smoothly  plastered  and  finished. 

Similar  construction  would  be  well  adapted  to  vaults, 
domes,  and  the  lining  of  refrigerator  walls,  where  the  non¬ 
conduction  of  heat  is  of  importance.  Rooms  thus  pro¬ 
tected  are  dry  and  comfortable  under  any  circumstances, 
being  cool  in  summer  and  warm  in  winter.  Hollow  blocks 
are  in  very  general  use  also  for  partitions  in  buildings,  and 
when  used  in  connection  with  floors  of  iron  beams,  protected 
by  arches  of  the  construction  just  described,  they  divide  a 
building  into  a  number  of  fire-proof  compartments.  If  a  fire 
originates  in  any  one  of  these  it  is  prevented  from  extending 
to  the  contents  of  the  entire  structure,  and  time  is  afforded 
for  its  easy  extinction  without  risk  of  extensive  damage  by 
water  or  of  injury  to  any  part  of  the  building  itself. 


94 


_ 


410  WALNUT  ST.,  PHILADELPHIA. 


Phcenix  Patent  Wrought  Iron  Columns, 

AND 

Method  of  Fire-Proofing  and  Preparing  for  Smooth 
Finish  by  Wight’s  Patent  Process. 


By  the  use  of  a  non-conducting  and  incombustible  casing 
Phcenix  columns  can  be  made  thoroughly  secure  from  the 
effects  of  expansion  caused  by  fire  in  the  combustible  con¬ 
tents  of  rooms.  They  may,  by  the  same  means,  be  given 

any  desired  form  and 
prepared  for  an  exterior 
surface  finish  of  cement. 

This  cement  finish  may 
be  in  any  desired  color 
or  may  be  highly  pol  ished 
to  resemble  marble.  The 
process  of  protecting  the 
columns  consists  in  the 
use  of  terra-cotta  blocks 
moulded  to  fit  between 
the  flanges  of  the  seg¬ 
ments,  bedded  in  place 
with  cement  mortar,  and 
secured  by  countersunk 
iron  plates  hooked  over 
the  rivet-heads  of  the 
columns.  Fig.  2  is  a 
perspective  view  of  such 
a  column,  showing  the 
various  stages  of  com¬ 
pletion. 


95 


THE  PHCENIX  IRON  COMPANY, 


COLUMNS. 


Wrought-iron  columns  are  coming  into  more  general  use 
in  the  construction  of  buildings,  both  on  account  of  the 
saving  of  space  that  they  afford  when  compared  with  heavy  . 
walls  of  masonry,  and  because  of  the  great  loads  that  are 
now  to  be  provided  for  in  large  fire-proof  buildings.  In 
the  latter  case  cast-iron  columns  are  generally  more  costly, 
and  neither  so  safe  nor  so  durable  in  the  event  of  fire.  The 
Phoenix  column  of  wrought-iron  segments,  circular  in  sec¬ 
tion,  provides  the  maximum  of  strength  with  the  minimum 
of  weight  in  the  column  itself. 

To  carry  a  given  load,  it  requires  the  employment  of  the 
least  amount  of  metal,  and,  on  account  of  the  simplicity  of 
its  construction,  it  is  the  cheapest  as  well  as  the  best  column 
in  the  market. 

Whenever  Phoenix  columns  are  employed,  the  interior 
surfaces  are  thoroughly  painted  before  the  segments  are 
riveted  together.  Such  columns  have  been  inspected  after 
twenty  years  of  service,  and,  although  they  had  occupied 
the  most  exposed  situations,  they  have  been  found  uninjured 
by  rust  and  with  the  paint  still  performing  its  duty  as  a  pro¬ 
tector.  To  determine  the  value  of  Phoenix  columns  under 
loads,  a  series  of  tests  have  been  made  at  various  times, 
the  most  noteworthy,  probably,  being  those  made  on  the 
Government  machine  at  Watertown  Arsenal,  Massachu¬ 
setts,  in  1879,  upon  a  set  of  full-sized  Phoenix  columns,  of 
lengths  ranging  from  6  diameters  to  42  diameters.  Twenty 
C  columns,  each  of  about  12  square  inches  sectional  area, 
were  thus  tested,  and  from  these  experiments  the  following 
formulae  have  been  deduced,  which  closely  correspond  with 


96 


410  WALNUT  ST.,  PHILADELPHIA. 


97 


THE  PHCENIX  IRON  COMPANY, 


the  actual  results  obtained,  and  show  correctly  the  value  of 
the  form  of  the  Phoenix  column  : 


Formula  for 
Square* End  Bearings. 

42,000 

_,  +  (^xS) 


Formula  for 
Pin-End  Bearings. 


In  these  formulae 
total  load  in  pounds 


the 


F  42,000 

+ tbx;:) 

expression  ^  represents 
or,  in  other  words,  the  crush - 
/  is  the  length  in 


the 


sectional  area  in  square  inches  ’ 
ing  strain  per  square  inch  of  section, 
feet  between  bearings,  and  r  is  the  least  radius  of  gyration. 
Applying  these  formulx  to  the  several  patterns  of  segmental 
columns,  the  table  of  allowable  working  strains  per  square 
inch  of  section,  shown  below,  has  been  prepared;  the  allow¬ 
able  working  strains  being,  in  each  case,  about  one-fourth  of 
the  ultimate  strength  of  the  column. 


ALLOWABLE 

WORKING  LOADS  FOR  PHCENIX  COLUMNS. 

In  Pounds  per  Square  Inch  of  Sectional  Area. 
Square-End  Bearings. 


Length 
in  Feet. 

Col.  L 

Col.  B’. 

Col.  B2. 

Col.  C. 

Col.  E. 

Col.  G. 

IO 

9323 

9833 

10,024 

10,195 

io,35« 

10,41  I 

12 

8885 

9564 

9.83° 

10,067 

10,288 

10,371 

14 

8420 

9267 

9,607 

9.924 

10,215 

10,326 

l6 

7943 

8944 

9.364 

9.783 

10,131 

10,275 

18 

7463 

8610 

9.105 

9.575 

10,037 

10,216 

20 

6997 

8260 

8,830 

9.386 

9-935 

10,152 

22 

6526 

7906 

8,541 

9.«85 

9,824 

10,082 

24 

6090 

7550 

8,250 

8.973 

9,705 

10,005 

26 

7201 

7.955 

8,755 

9,580 

9,926 

28 

6860 

7,660 

8,527 

9,45° 

9,841 

30 

6527 

7.366 

8.297 

9>3'4 

9.750 

32 

7.075 

8,070 

9,170 

9.654 

34 

7,837 

9,021 

9,555 

36 

7,604 

8,870 

944' 

3« 

7,375 

8.717 

9.34' 

40 

7,«47 

8,561 

9,235 

98 


410  WALNUT  ST.,  PHILADELPHIA. 


99 


THE  PHCENIX  IRON  COMPANY, 


Table  of  Dimensions  of  Phcenix  Columns. 

The  dimensions  given  in  the  following  table  are  subject 
to  slight  variations,  which  are  unavoidable  in  rolling  iron 
shapes. 

The  weights  of  columns  given  are  those  of  the  4,  6,  or  8 
segments,  of  which  they  are  composed.  The  shanks  of  the 
rivets  used  in  joining  the  segments  together  only  make  up 
the  quantity  of  metal  removed  in  making  the  holes,  but  the 
rivet-heads  add  from  2  to  5  per  cent,  to  the  weights  given. 
The  rivets  are  spaced  3,  4,  or  6  inches  apart  from  centre  to 
centre,  and  somewhat  more  closely  at  the  ends  than  towards 
the  centre  of  the  column. 

Any  desired  thickness  between  the  minimum  and  maxi¬ 
mum  for  any  given  size  can  be  furnished.  G  columns  have 
8  segments,  E  columns  6  segments,  C,  B2,  B',  and  A  have 
4  segments. 

Least  Radius  of  Gyration  equals  D  X  -3636. 


ua 

os 

25 

CO 

■ 

SC 

ua 

u 

E3 

fr- 

DIAMETERS  IN  INS. 

ONE  COLUMN. 

SIZE  OF 
RIVETS. 

d 

Inside 

D 

Out¬ 

side. 

D> 

Over 

Flanges 

Area  of 
Cross 
Section. 
Sq.  Inches. 

Weight 
per  Foot 
in 

Pounds. 

Least 
Radius  of 
Gyration. 
Inches. 

tV 

3 1 

4 

6tV 

3-8 

12  6 

*•45 

3 

X 

>4 

1 

“ 

4l 

6A 

4.8 

16.0 

I.50 

*S 

TS 

4 1 

6A 

5-8 

*9-3 

*•55 

*1 

1 

it 

4| 

6T5 

6.8 

22.6 

1.59 

*4 

i 

4 

5  TZ 

8A 

6.4 

21-3 

1.92 

4 

X 

tV 

5tV 

8} 

7.8 

26.0 

1.96 

* 

Sttt 

8* 

9.2 

30.6 

2.02 

B1 

tV 

ii 

Sli 

8? 

10.6 

35  3 

2.07 

4 

it 

si? 

12.0 

40.0 

2.1 1 

*i 

3 

1? 

il 

si? 

8i 

134 

44.6 

2.16 

2 

1 

it 

6A 

8jf 

14.8 

49-3 

2.20 

24 

Sit 

6* 

94 

7-4 

24.6 

2.34 

i 

X 

5 

To 

6A 

9l 

9.0 

30.0 

2-39 

*i 

i 

it 

6ii 

9fs 

10.6 

35-3 

2-43 

*J 

“ 

61? 

9S 

12.2 

40.6 

2.48 

n 

i 

a 

61f 

9i 

•3.8 

46.0 

2.52 

*i 

JZ 

i  “ 

7t*<j 

9? 

154 

5*3 

2-57 

2 

1 

7t\ 

9H 

17.0 

S6.6 

2.6l 

24 

IOO 


_ 

410  WALNUT  ST.,  PHILADELPHIA. 


DIAMETERS  IN  INS.  II  ONE  COLUMN. 


1 

Area  of 

Weight 

Least 

SIZE  OF 

Pd 

d 

Cross 

per  Foot 

Radius  of 

RIVETS. 

W 

Inside 

side. 

Flanges 

Section. 
Sq. Inches 

in 

Pounds. 

Gyration. 

Inches. 

7  A 

7H 

11 A  i 

IOO 

33  3 

2.80 

f  X  It 

t5tt 

7+f 

1  1  § 

12.0 

40.0 

2.85 

3 

“ 

7  A 

ii  U 

14.0 

46.6 

2.90 

2 

A 

(< 

8A 

ii} 

j  16.0 

53-3 

2.94 

2i 

1 

(( 

n|t 

l8.0 

60.0 

2.98 

2} 

9 

TtT 

<  k 

8  A 

1  Iff 

19.2 

64.0 

3-03 

2f 

5 

s 

<( 

8A 

12 

21.2 

70.6 

3.08 

t  X  2f 

1 1 

rs- 

.a 

4 

(( 

8A 

I2A 

1  23.2 

77 -3 

3.12 

2f 

k k 

Sj} 

■2A 

1  25.2 

84.0 

3 16 

2} 

1  3 

1  t> 

(( 

8A 

'2A 

l  27.2 

90.6 

3.21 

2  i 

k k 

8R 

>2A 

;  29-2 

97-3 

3.26 

3 

I 

i  4 

oA 

i2A 

1  33-2 

1 10.6 

3-34 

3i 

A 

44 

9tV 

12} 

|  37-2 

124.0 

3-43 

3i 

1 1 

4  4 

9H 

I2tI 

|  4i-2 

137-3 

3-52 

1 

4 

I  I 

iU 

•5A 

j  16.8 

56. 

4.18 

1  X  2 

5 

1C 

44 

is  A 

19.2 

64. 

4-23 

2} 

3 

s 

4  4 

i':} 

■5H 

[  21.6 

72. 

4.28 

2i 

7 

44 

III 

I  si  2- 

24.0 

80. 

4-32 

2} 

1 

44 

12 

i5? 

26.4 

88. 

4  36 

2§ 

9 

Ttl 

1 

44 

>2j 

i6 

28.8 

96. 

4.40 

2f 

44 

12} 

■6A 

31-8 

106. 

4-45 

2} 

1  1 

m 

44 

I 

'6A 

34-8 

I  l6. 

4-5° 

1X2} 

a 

4 

4  4 

I  2.y 

I6A 

37-8 

126. 

4-55 

2} 

1  3 

44 

12^ 

1 

!6jV 

40.8 

136. 

4.60 

2I 

^8 

4  4 

12} 

i6| 

43-8 

146. 

4.64 

3 

I 

4  4 

1 3 

16} 

49.8 

166. 

4-73 

3 

ij 

44 

I3i 

17 

55-S 

186. 

4.82 

3i 

44 

«3i 

I7A 

61.8 

206. 

4.91 

3i 

TS 

i4f 

IS 

19} 

24. 

80.0 

5-45 

1  X  2 

a 

s 

4  4 

1 5  A 

19} 

28. 

93-3 

5-5° 

2 

7 

T6 

44 

■  s’ 

19} 

32- 

106.6 

5  55 

2} 

X. 

4  4 

>52- 

19  A 

36- 

120.0 

5-59 

2} 

9 

“ 

•si 

19} 

40. 

1333 

5-63 

2f 

il 

8 

44 

i.S2 

19ft 

44- 

146.6 

5.68 

2} 

1  1 

1  'tj 

4  4 

>si 

19} 

48. 

160.0 

5-72 

i  x  2$ 

.3. 

4 

4  4 

iSi 

'9t 

52- 

173-3 

5-77 

2f 

1  3 

4  4 

16 

20 

56. 

186.6 

5.82 

2f 

44 

16} 

20} 

60. 

200.0 

5.87 

2t 

44 

■6| 

20| 

68. 

226.6 

5-95 

3 

>8 

44 

i6| 

20§ 

76. 

253-3 

6.04 

3i 

44 

16} 

20} 

84. 

280.0 

6.14 

3i 

44 

*7i 

21 

|  92. 

306.6 

6.23 

3l 

9 


iot 


THE  PHCENIX  IRON  COMPANY, 


ROOFS. 


Iron  trusses  for  rafters  have  been  rapidly  growing  into 
favor  with  architects  of  late,  owing  in  large  measure  to 
the  combined  lightness,  strength,  durability,  and  consequent 
economy  of  such  structures.  Various  forms  have  been  pro¬ 
posed  for  the  trusses,  some  of  the  best  known  of  which  are 
here  shown. 

Figs.  1 1  and  15  are  familiar  illustrations.  Fig.  12  shows 
the  modification  of  the  ordinary  King  and  Queen  truss  as 
adapted  to  wrought  iron,  and  Figs.  13  and  14  give  examples 
of  arched  trusses  that  have  been  employed  to  cover  depots 
and  market-houses  when  a  pleasing  shape  has  been  sought 
for  the  general  outline  of  the  building.  For  simplicity  and 
economic  arrangement  of  material,  the  design  exhibited  in 
Figs.  11  and  15  offers  advantages  over  either  of  the  other 
forms,  and  is  most  generally  adopted  in  practice. 

For  the  principals,  or  J  beams  make  very  good 
rafters,  and  in  light  trusses  bars,  or  two  channel  bars 

P  either  with  or  without  a  plate  riveted  to  the  upper 
flanges,  answer  every  purpose.  Struts  may  be  made  of 
light  columns  n  A  or  15,  of  ""J"  bars,  or  of  angle  iron 

in  any  of  these  forms  affording  great  facility  for  at¬ 
tachment  to  the  rafters. 

For  arched  roof  trusses  the  details  of  construction  are 
very  similar  to  those  described  for  peaked  roofs ;  but  as 
they  are  capable  of  great  variety  of  treatment,  the  best  il¬ 
lustrations  that  can  be  given  of  their  forms  will  be  by  re¬ 
ferring  to  Figs.  13  and  14 — the  highly  ornamental  and  sub¬ 
stantial  roofs  constructed  by  the  Phoenix  Iron  Company  for 
the  market-house  corner  of  Twelfth  and  Market  Streets, 
Philadelphia,  and  for  the  station-shed  at  Altoona,  on  the 
Pennsylvania  Railroad.  These  instances  show  the  wide 
range  of  which  the  subject  is  susceptible. 


102 


410  WALNUT  ST.,  PHILADELPHIA. 


NEW  MILL 

PHCENIX  IRON  WORKS.  ROCK  ISLAND  ARSENAL. 


103 


THE  PHCENIX  IRON  COMPANY, 


Ties  may  be  of  flat  or  round  bars,  attached  by  eyes  and 
pins  or  screw  ends.  Care  should  be  especially  taken  to 
properly  proportion  the  dimensions  of  eyes  and  pins  to  the 
strains  upon  them.  A  very  good  and  safe  rule  in  practice 
is  to  make  the  diameter  of  the  pin  from  \  to  ^  of  the  width 
of  the  bar  in  flats,  and  I  \  times  the  diameter  of  the  bar  in 
rounds,  giving  the  eye  a  sectional  area  of  50  per  cent,  in 
excess  of  that  of  the  bar.  The  thickness  of  flat  bars  should 
be  at  least  one-fourth  of  the  width,  in  order  to  secure  good 
bearing  surface  on  the  pin,  and  the  metal  at  the  eyes  should 
be  as  thick  as  the  bars  on  which  they  are  upset.  Eyes  are 
forged  on  the  ends  of  flat  or  round  bars  by  hydraulic  pres¬ 
sure  in  suitably  shaped  dies,  and,  while  the  risk  of  a  welded 
eye  is  thus  avoided,  a  solid  and  well-formed  eye  is  made 
from  the  iron  of  the  bar  itself.  A  similar  process  is  adopted 
for  enlarging  the  screw  ends  of  long  rods,  so  that  when  the 
screw  is  cut  the  diameter  at  the  root  of  the  thread  is  left  a 
little  larger  than  the  body  of  the  rod.  Frequent  trial  with 
such  rods  has  proven  that  they  will  pull  apart  in  tension 
anywhere  else  but  in  the  screw,  the  threads  remaining  per¬ 
fect,  and  the  nut  turning  freely  after  having  been  subjected 
to  such  a  severe  test.  By  this  means  the  net  section  required 
in  tension  is  made  available  with  the  least  excess  of  ma¬ 
terial,  and  no  more  dead  weight  is  put  upon  the  structure 
than  is  actually  required  to  carry  the  loads  imposed. 

The  details  of  roof  trusses  vary  to  suit  the  character  of 
the  work  and  the  sections  of  iron  employed. 

The  heel  of  the  rafter  rests  on  the  wall,  either  in  a  cast- 
iron  skew-back  fitted  to  the  beam,  and  sloping  to  the  angle 
required  by  the  pitch  of  the  roof,  or  between  a  couple  of 
wrought  angle-brackets  riveted  to  the  end  of  the  rafter  and 
resting  on  a  wall-plate  anchored  to  the  wall.  The  struts 
are  attached  to  the  rafters  by  exst  caps  or  by  wrought  strap- 
plates,  and  the  joint  at  their  feet  is  easily  made  either  for 
pin  or  screw  connexions.  The  peak  is  joined  by  wrought 
plates  and  bolts,  the  beams  having  been  cut  to  the  required 
angle. 

Main  rafters  may  be  spaced  from  four  to  twenty  feet 
apart,  the  spacing  being  regulated  by  the  size  of  the  purlin, 


104 


91 


io 


THE  PHCENIX  IRON  COMPANY, 


and  this  again  by  the  material  used  for  covering.  For 
slate  on  iron  purlins  a  convenient  spacing  is  about  eight 
feet  between  centres  of  rafters,  the  angle-iron  purlins  being 
put  at  seven  to  fourteen  inches  apart,  according  to  the  size 
of  the  slate  used,  and  notched  at  the  ends  into  the  flanges 
of  the  rafters.  They  are  held  in  place  by  tie-rods  that 
reach  from  rafter  to  rafter  the  entire  length  of  the  building, 
three  or  four  rows  of  these  rods  being  placed  between  peak 
and  heel,  at  from  six  to  eight  feet  intervals.  On  the  iron 
purlins  the  slate  may  be  laid  directly  and  held  down  by 
copper  or  lead  nails,  clinched  around  the  angle-bar,  as 
shown  in  Fig.  21  ;  or  a  netting  of  wire  may  be  fastened  to 
the  purlins,  and  a  layer  of  mortar  spread  on  this,  in  which 
the  slates  are  bedded.  When  greater  intervals  are  used  in 
spacing  rafters,  the  purlins  may  be  light  beams  fastened  on 
top  or  against  the  sides  of  the  principals  with  brackets,  al¬ 
lowance  always  being  made  for  longitudinal  expansion  of 
the  iron  by  changes  of  temperature.  O11  these  purlins  are 
fastened  wooden  jack-rafters  carrying  the  sheathing-boards 
or  laths,  on  which  the  metallic  or  slate  covering  is  laid  in 
the  usual  manner,  or  sheets  of  corrugated  iron  may  be 
fastened  from  purlin  to  purlin,  and  the  whole  roof  be  en¬ 
tirely  composed  of  iron. 

When  the  rafters  are  spaced  at  such  intervals  as  to  cause 
too  much  deflexion  in  the  purlins,  they  may  be  supported  by 
a  light  beam,  placed  midway  between  the  rafters  and  trussed 
transversely  with  posts  and  rods.  These  rods  pass  through 
the  rafters,  and  have  bevelled  washers,  screws,  and  nuts  at 
each  end  for  adjustment.  By  alternating  the  trusses  on 
either  side  of  the  rafter,  and  slightly  increasing  the  length 
of  the  purlins  above  them,  leaving  all  others  with  a  little 
play  in  the  notches,  sufficient  provision  will  be  made  for 
any  alteration  of  length  in  the  roof,  due  to  changes  of 
temperature. 

When  wooden  purlins  are  employed  they  may  be  put  be¬ 
tween  the  rafters  and  held  in  place  by  tie  rods,  or  on  top 
and  fastened  to  the  rafters  by  brackets;  or  hook-head  spikes 
may  be  driven  up  into  the  purlin,  the  head  of  the  spike 
hooking  under  the  flange  of  the  beam,  spacing  pieces  of 


106 


_ 1 

THE  PHOENIX  IRON  COMPANY, 


wood  being  laid  on  the  top  of  the  beam  from  purlin  to  pur. 
lin.  The  sheathing-boards  and  covering  are  then  nailed 
down  on  top  of  all  in  the  usual  manner. 

When  desired,  ventilators  or  lanterns  are  added  along 
the  ridge  of  the  roof,  as  seen  in  Fig.  15,  the  attachments 
being  securely  made  to  the  rafters  by  wrought  brackets  and 
bolts,  and  the  bracing  effected  in  a  cheap  and  thorough 
manner  by  two  tie-rods  that  run  from  the  peak  of  the  rafter 
to  the  angle  between  the  post  and  rafter  of  the  ventilator, 
the  covering  material  being  attached  as  described  for  the 
main  rafters. 

When  it  becomes  desirable  to  suspend  a  ceiling  from  the 
rafter,  the  tie-rods  are  replaced  by  a  beam,  and  the  ceiling 
is  attached  to  the  lower  flanges,  curved  bars  at  the  cor¬ 
nice  serving  to  give  any  ornamental  finish  to  the  interior 
that  may  suit  the  design  of  the  architect. 

For  Mansard-roofs  short  additional  beams  are  allowed  to 
project  beyond  the  walls,  and  on  these  rest  the  feet  of  the 


bar  or  T  bar  framing,  well  fastened  by  wrought  brack¬ 
ets  and  bolts.  On  the  framing  are  secured  the  iy2  X  H 
inch  laths  for  attachment  of  the  slate  or  metal  covering, 
and  with  a  cornice  of  galvanized  sheet  iron  perfect  im¬ 
munity  from  fire  may  be  secured.  This  form  of  roof 
work  in  wrought  iron  admits  also  of  great  scope  for  orna¬ 
mental  design,  but  from  the  amount  of  work  required  it 
becomes  rather  more  expensive  than  the  less  intricate  com¬ 
binations,  and,  as  no  two  are  alike  in  point  of  detail,  it  is 
difficult  to  estimate  the  cost  of  construction.  Curving, 
shaping,  and  jointing  the  many  pieces  must  be  carefully 
done  to  secure  the  close  fitting  that  is  requisite,  and  practical 
experience  in  such  work  is  of  very  great  advantage  to  the 
builder.  (The  roof  of  the  new  post-office  in  New  York  is 
a  very  good  illustration  of  the  peculiarities  of  this  class  of 
work.) 

In  Fig.  24  the  purlins  of  angle-iron  carry  wooden  strips, 
to  which  are  nailed  the  sheathing-boards  and  covering 
material.  A  netting  of  wire  may  be  used  to  attach  the 
plastering  to  the  lower  flanges  of  the  tie-beams,  or  light 


108 


410  WALNUT  ST.,  PHILADELPHIA. 


THE  PHCENIX  IRON  COMPANY, 


arches  of  tiles  or  hollow  bricks  may  be  turned  on  the  lower 
flanges  of  smaller  transverse  beams  as  described  for  floors. 

In  roofs  of  wide  span  provision  for  expansion  of  the  iron 
due  to  changes  of  temperature  may  be  made  by  resting  the 
skew-back  of  one  end  of  the  truss  on  a  cast  wall-plate,  with 
rollers  interposed  to  permit  of  the  sliding  of  the  heel  without 
straining  the  wall,  as  in  Fig.  25,  but  this  precaution  is  not 
necessary  in  roofs  of  sixty  feet  span  or  less.  Careful  experi¬ 
ments  have  proved  that  an  iron  rod  one  hundred  feet  long  will 
vary  about  -fa  of  a  foot  for  a  change  of  temperature  of  1 50 
degrees  Fahr.,  and  as  this  is  the  greatest  range  to  which  iron 
beams  and  rods  in  a  building  would  probably  be  subjected 
in  this  climate,  compensation  to  that  amount  would  be  suffi¬ 
cient  for  all  purposes.  For  sixty  feet  span  the  vibration  of 
each  wall  would  then  be  only  jJfj  of  a  foot  either  way 
from  the  perpendicular,  a  variation  so  small  and  so  gradu¬ 
ally  attained  that  there  is  no  danger  in  imposing  it  upon  the 
side  walls  by  firmly  fastening  to  them  each  heel  of  the 
rafter.  Expansion  is  also  provided  against  by  fastening 
down  one  heel  with  wall-bolts  and  allowing  the  other  to 
slide  to  and  fro  on  the  wall-plate  without  rollers,  as  shown 
in  Fig.  17. 

In  estimating  the  strains  on  roofs  the  weight  of  the 
structure  itself  as  well  as  the  loads  to  be  supported  must  be 
taken  into  account.  Tredgold’s  assumption  of  the  total 
maximum  vertical  load  at  forty  pounds  per  square  foot  of 
horizontal  surface  is  usually  considered  sufficiently  high; 
but  if  a  floor  or  ceiling  is  suspended  to  the  tie-beam,  or 
should  the  under  side  of  the  rafters  be  boarded  and  plastered, 
it  is  evident  that  these  additional  weights  require  more 
strength  in  the  roof  for  their  support. 

For  ordinary  roofs  of  short  span  thirty  pounds  per  square 
foot  is  quite  enough,  however,  and  for  long  spans,  over  sixty 
feet,  thirty-five  pounds  will  be  sufficient  to  provide  for,  with 
the  factors  of  safety  in  the  material  that  are  usually  adopted. 
The  stresses  upon  each  member  of  the  truss  having  been 
determined  by  any  of  the  methods  of  calculation  preferred, 
the  sectional  areas  may  be  found  by  taking  the  safe  tensile 
strength  of  good  wrought  iron  at  10,000  pounds  per  square 


1 10 


410  WALNUT  ST.,  PHILADELPHIA. 


I  I  I 


THE  PHOENIX  IRON  COMPANY, 


inch,  and  the  compressive  resistance  of  beam  or  shape  iron 
at  from  6000  to  8000  pounds  for  the  same  unit  of  section. 

It  should  be  noted  that  the  smaller  or  counterbrace  rods 
ought  to  be  made  strong  enough  to  resist  strains  induced  by 
wind  pressure  on  one  side  of  the  roof  only, — the  other  half 
being  unloaded. 

Lateral  braces,  as  in  Fig.  26,  should  be  provided  in  each 
end  panel  of  straight  roofs,  as  well  to  secure  the  roof  during 
erection  as  to  provide  an  abutment  that  will  uphold  the 
whole  in  case  of  fire  or  accident.  From  the  panels  so 
braced  tie-rods  run  to  each  of  the  other  rafters,  and,  with 
the  purlins,  unite  the  roof  into  a  firm  and  compact  whole. 
The  gable  walls  are  sometimes  used  to  anchor  the  end  rods 
into,  but  the  method  shown  in  the  figure  is  that  which  is 
generally  preferred. 

A  very  economical  combination  of  iron  rafters  with 
wrought-iron  posts  is  shown  in  Fig.  27,  this  arrangement 
being  well  adapted  for  machine-shops,  foundries,  or  other 
buildings  in  which  it  is  desirable  to  cover  a  large  area,  and 
also  to  have  an  ample  supply  of  light  on  the  floor. 

The  posts  on  each  side  are  placed  from  sixteen  to  twenty 
feet  apart,  and  the  heel  of  the  intermediate  rafter  is  sup¬ 
ported  by  a  trussed  beam  attached  to  the  heads  of  the  posts, 
the  sheds  on  either  side  being  covered  by  beams,  trussed  or 
untrussed,  as  the  length  of  span  may  require.  The  skew- 
back  of  the  rafter  and  the  cap  of  the  post  are  cast  in  one 
piece,  and  all  of  the  details  of  attachment  between  the  parts 
are  made  in  an  equally  simple  and  substantial  manner.  As 
a  round-house  for  locomotives,  or  for  many  other  purposes 
connected  with  railroad  management,  shops  arranged  on 
this  plan  commend  themselves  to  the  attention  of  engineers 
and  master-mechanics,  and  for  private  establishments  they 
have  been  found  to  answer  their  purpose  admirably  well, 
giving  the  maximum  of  surface  covered  at  the  minimum  of 
first  cost. 


_ 


410  WALNUT  ST.,  PHILADELPHIA. 


io 


THE  PHCENIX  IRON  COMPANY, 


RECORD  OF  TESTS  OF  BEAMS. 

TRANSVERSE  STRENGTH. 


As  trustworthy  data  on  which  to  base  calculations  for  the 
efficiency  of  beams  under  transverse  strain  the  tables  given 
below  are  now  published,  having  been  the  result  of  care¬ 
fully  conducted  experiments  on  the  part  of  the  Phoenix  Iron 
Company. 

From  these  tables  have  been  ascertained  the  coefficients 
for  the  safe  load  of  each  beam,  so  that  it  will  be  seen  that 
dependence  has  not  been  placed  merely  on  theoretical  for¬ 
mula:  in  assigning  these  values,  but  the  truth  of  these  formula 
has  been  demonstrated  by  the  test  of  actual  experiment. 


7-mch  Beam. 

60  Lbs.  per  Yard.  Area,  6  Sq.  Inches. 
Clear  Span,  21  Feet. 

87  Lbs. 

9-inch  Beam. 

per  Yard.  Area,  8.7  Sq.  Inches. 
Clear  Span,  21  Feet. 

Centre 

Deflex- 

In- 

Centre 

Deflcx-  In- 

1-oad, 

ion. 

crease. 

Remarks. 

Load. 

ion,  j  crease, 

Remarks. 

in  Lbs. 

Inches. 

Inches. 

in  Lbs. 

Inches.  ;  Inches. 

2,000 

.468 

2,000 

.228 

3,000 

743 

275 

4,000 

■474  246 

4,000 

1.020 

.277 

6,000 

.720  .246 

SjQOO 

1 .298 

.278 

8,000 

.962  .242 

r  r 

Perm. 

Wt. 

10,000 

1. 201  .239 

■°29  , 

set. 

rem'd. 

n,oJ  Perm. 

Wt 

6,000 

1.578 

.280 

•°48  (  set. 

rem'd. 

,  m  ! 

Perm 

Wt. 

12,000 

*  -432  23* 

.030  < 

set. 

rem'd. 

i  Perm 

Wt. 

7,000 

1.887 

■3°9 

'  5  t  set. 

rem’d. 

Perm . 

Wt. 

I  3, OCX) 

I . 580  . I 48 

set. 

rem  d. 

(  Perm. 

Wt. 

8,000 

2.300 

4*3 

7  l  set. 

rem'd. 

Perm 

Wt. 

14,000 

I.863  .283 

.103  < 

set. 

rem'd. 

260'  Perm- 

Wt 

9,000 

3  54° 

1.240 

'  09  (  set. 

rem'd. 

9,5<» 

5.298 

1.758 

16,000 

3.256  1.393 

I 

Beam  sunk 

17,000 

5233  i-977^ 

deflexion 

10,000  ■ 

slowly, 
top  flange 

begins. 

yielding. 

f 

Beam 

*7,500 

5.602  .369^ 

yields 
slow  ly  at 

l 

this  load. 

410  WALNUT  ST.,  PHILADELPHIA 


9-inch  Beam. 

150  Lbs.  per  Yard.  Area,  15  Sq.  Inches. 
Clear  Span,  14  Feet. 


15-inch  Beam. 

200  Lbs.  per  Yard.  Area,  20  Sq.  Inches. 
Clear  Span,  14  Feet. 


Centre 

Centre 

Deflex- 

In- 

Remarks. 

Load, 

Load, 

ion, 

crease, 

in  Lbs.  Inches. 

Inches. 

in  Lbs. 

Tons. 

Inches. 

Inches. 

5,608  .102 

6,720 

3 

.048 

6,720  .12 

6 

.024 

8,960 

4 

.060 

.012 

7  840  .148 

.022 

1 1 ,200 

5 

•073 

.013 

8,960  .170 

.022 

I3.440 

6 

.090 

.017 

10,080  .192 

.022 

15,680 

7 

•105 

.015 

11,200  .214 

.022 

17,920 

8 

.120 

.015 

12,320  .239 

.025 

20,160 

9 

•134 

.014 

13,440  .26 

I 

.022 

22,400 

10 

.148 

.014 

14,560  .287 

.026 

24,640 

11 

.161 

•013 

is, 680  .310 

.023 

26,880 

12 

.178 

.Cl  7 

16,800  .S3 

6 

.026 

29,120 

>3 

.191 

.013 

I7>92°  -35 

9 

.023 

31»36° 

14 

.206 

.015 

19,040  .382 

.023 

33.609 

15 

.222 

.016 

20,160  .409 

.027 

35,840 

10 

•234 

.012 

21,280  .435 

.026 

38,080 

17 

.246 

.01 2 

22,400  .458 

.023 

40,329 

18 

258 

.012 

23,520  .487 

.029 

4?, 660 

19 

.271 

.015 

24,640  !  .516 

.029 

44,800 

20 

.287 

.016 

25,7&>  -543 

.027 

47,040 

21 

•305 

.018 

26,880  .57 

2 

.029 

28,000  .600 

.038 

r 

load  left 

Weight  removed.  Permanent  set,  .016. 

29,120  .033 

.033  J 

After  lapse  oi 

one  hour  the  load  ot  15 

20,120  .682 

•°49  j 

tons  was 

replaced,  and  caused  a  total 

\ 

deflexion  of  .222  inches  as  before. 

.082 

Perm,  se 

\Y  t.rem. 

12-inch  Beam. 

15-inch  Beam, 

125  Lbs.  per  Yard. 

Area,  12J4  Sq.  Inches. 

155  Lbs.  per  Yard. 

Area,  Sq.  Inches. 

Clear  Span,  27  Feet 

Clear  Span,  27  Feet. 

Centre  Load, 

Deflexion,  1 

Increase, 

Centre  Load, 

Deflexion, 

Increase, 

in  Lbs. 

Inches. 

Inches. 

in  Lbs. 

Inches. 

Inches. 

6,720 

.69I 

6,720 

342 

7,840 

.821 

.130 

7,840 

.402 

.060 

8,960 

.948 

.127 

8,960 

.462 

.060 

10,080 

1. 06l 

•IJ3 

10,080 

■523 

.061 

11 ,200 

1. 186 

.125 

11,200 

.580 

•057 

12,320 

1.328 

.142 

12,320 

.639 

•059 

*3.34° 

I.466 

•138 

13.440 

•7°7 

.068 

14,360 

63O 

.164 

i4,56o 

.778 

.071 

15,680 

.800 

.170 

15,680 

.845 

.067 

i6,8«_o 

1.976 

.176 

16,800 

■913 

.068 

I7,92° 

2.228 

.252 

I7.92° 

.992 

•°79 

19,040 

2-455 

.227 

19,040 

1.063 

.071 

20,160 

2.742 

.287 

20,160 

i-i49 

.086 

20,720 

2.900 

.158 

22,400 

1.309 

.160 

20,720 

2.965 

.065 

24,640 

1-505 

.196 

25,760 

1.603 

.098 

Last  load  left  on  is  minutes. 

Load  removed. 

Deflexion  decreased  to 

Deflexion  increasing  to  2.965. 

.261  permanent  set  after  lapse  of  %  hour. 

”5 


THE  PHOENIX  IRON  COMPANY, 


RECORD  OF  TESTS  OF  PHCENIX  COLUMNS 

Made  with  Hydraulic  Press,  260  □"  Piston  Area. 


SIZE. 

Length. 

Ratio  of  Length  to  Diameter. 

8 

aa 

H 

5 

£ 

i 

fa 

X 

Total  Pressure  on  Piston, 

a 

a 

cs 

Actual  Ultimate  Strength  of 
Column  per  Square  Inch. 

Calculated  Ultimate  Strength 
by  Gordon's  Formula. 

Shape  of  End  Bearings. 

i  1) 

Maj 

It' 

3,  1873. 

8"  1.46 

6.97 

422 

500 

60  573 

35  974 

Flat. 

It 

8" 

I.46 

6.97 

421 

200 

60  387 

35  974 

“ 

A 

4" 

0.92 

5.62 

370 

5°o 

65  867 

35  990 

“ 

A 

4" 

0.92 

5.62 

370 

500 

65  867 

35  990 

“ 

A 

4" 

I. OI 

2.92 

166 

400 

56  889 

36  000 

“ 

A 

4" 

I.OI 

2.92 

162 

5°° 

55  555 

36  000 

“ 

It1 

23-8' 

53-5 

5.84 

176 

800 

30  274 

18  430 

“ 

It' 

24/ 

5  3-& 

5-95 

97 

500 

16  387 

7  457 

Round. 

C 

23-3/ 

35-9 

«o-53 

383 

500 

36  419 

25  182 

Flat. 

c 

22.8' 

35-o 

8.50 

325 

OOO 

38  235 

25  562 

Julj 

€ 

t  19,  1873. 

23-2/  34-5 

13-31 

436 

80032  742 

25  774 

« 

C 

23.2 

34-5 

12.85 

455 

000  35  4°8 

25  774 

“ 

June  2,  1875. 

C  27'  !39-9 

1370 

422 

400  31  OOO 

23  4i5 

« 

€ 

27 

39-9 

13.89 

302 

400  21  700 

I  I  420 

Round. 

AU£ 

C 

f.  5,  1875. 

28'  40.7 

I3-58 

472 

584 

34  800 

23  165 

Flat. 

c 

28 

40.7 

I3-58 

497 

028 

36  600 

23  165 

The  breaking-load  of  a  bar  of  wrought  iron  one  inch 
square  12"  c.  to  c.  of  points  of  support  is  just  2240  pounds. 


1 16 


410  WALNUT  ST.,  PHILADELPHIA. 


NOTES 

CONCERNING  SPECIFICATIONS  OF 
QUALITY  FOR  IRON. 


The  tensile  strength  of  iron  is  properly  determined  by 
ascertaining  the  load  under  which  permanent  set  takes 
place,  and  the  amount  of  stretch  under  the  proof  load, 
rather  than  from  the  ultimate  load  that  causes  the  fracture 
of  the  bar.  In  other  words,  the  elastic  limit  rather  than 
the  breaking  strain  should  be  regarded  as  the  measure  of 
quality  in  a  bar,  and  working  loads  should  be  proportioned 
with  reference  to  the  elastic  limit  instead  of  to  the  so-called 
ultimate  strength. 

Tough,  sinewy  iron  is  what  is  required  in  a  tension  bar, 
and  although  a  hard,  unyielding  iron  may  show  greater 
ultimate  strength  under  a  gradually  applied  strain,  yet  it  is 
not  suitable  for  use  under  tension  for  the  reason  that  a 
sudden  shock  may  cause  it  to  snap  under  a  weight  that  it 
ought  to  carry  with  entire  safety. 

Good  bar  iron  should  be  of  uniform  character  and  pos¬ 
sess  a  limit  of  elasticity  of  not  less  than  25,000  pounds 
per  square  inch.  The  ultimate  resistance  of  prepared  test- 
bars  having  a  sectional  area  of  about  one  square  inch  for  a 
length  of  10  inches  should  be  not  less  than  50,000  pounds 
per  square  inch  when  the  test-bars  have  been  prepared  from 
full-sized  bars  having  not  more  than  4  square  inches  of 
sectional  area.  For  each  additional  square  inch  of  full- 
sized  bar  area  above  4  square  inches  a  reduction  of  500 
pounds  per  square  inch  may  be  allowed  down  to  a  mini¬ 
mum  ultimate  resistance  of  46,000  pounds.  The  amount  of 
stretch  under  the  breaking  load  should  be  not  less  than  15 
per  cent,  in  10  inches  of  the  test-bar. 


ioJ 


117 


THE  PHCENIX  IRON  COMPANY, 


Bars  that  are  to  be  used  in  tension  should  stand,  without 
cracking,  a  cold  bending  test  to  90  degrees  to  a  curvature 
the  radius  of  which  is  about  the  thickness  of  the  bar  under 
test,  and  at  least  one  third  of  the  lot  should  stand  bending 
to  180  degrees  under  the  same  conditions. 

A  round  bar,  one  inch  in  diameter,  should  bend  double, 
cold,  without  signs  of  fracture.  A  square  bar  of  the  same 
quality  may  show  cracks  on  the  edges  under  such  a  test. 

Under  a  breaking  pull  the  reduction  of  area  should  be 
not  less  than  25  per  cent,  of  the  original  section. 

The  shape  of  a  bar  has  much  influence  in  determining 
the  breaking-strain.  The  ultimate  strength  of  round  bars 
is,  for  this  reason,  considerably  greater  than  that  of  flat  bars, 
but  in  either  case  the  elastic  limit  will  be  found  to  occur 
at  about  the  same  point  for  equally  good  qualities  of  iron. 

Within  the  elastic  limit  the  extension  of  iron  may,  for 
all  practical  purposes,  be  stated  as  follows : 

Wrought  iron,  of  its  length  per  ton  per  square 

inch. 

Cast  iron,  of  its  length  per  ton  per  square  inch. 

The  compression  of  wrought  iron  within  the  limits  of 
elasticity  follows  the  same  law,  and  the  amount  of  shorten¬ 
ing  under  pressure  will  be  in  direct  proportion  to  the  weight 
applied.  But  with  cast  iron  the  amount  of  compression 
does  not  follow  a  constant  ratio,  the  compression  per  ton 
becoming  greater  with  the  increase  of  the  weight.  Thus, 
a  cast  iron  bar,  one  square  inch  in  section  was  compressed 
,-JL-  of  its  length  by  a  load  of  one  ton ;  but  under  a  load 
of  17  tons,  instead  of  being  compressed  it  was  com¬ 

pressed 

The  Modulus  of  Elasticity  is  a  term  used  to  des¬ 
ignate  such  a  weight  as  would  extend  a  bar  through  a 
space  equal  to  its  original  length,  supposing  the  elasticity 
of  the  bar  to  be  perfect.  Or,  the  modulus  of  elasticity  of 
any  given  material  in  feet  is  the  height  in  feet  of  a  column 
of  this  material,  the  weight  of  which  would  extend  a  bar  of 
any  determinate  length  through  a  space  equal  to  this  length. 
Thus,  if  one  ton  extends  an  inch  bar  of  wrought  iron  one 
ten-thousandth  of  its  length,  it  is  evident  that,  upon  the 


1 18 


I 


410  WALNUT  ST.,  PHILADELPHIA. 


supposition  that  the  bar  is  perfectly  elastic,  10,000  tons 
would  extend  it  to  twice  its  original  length.  Hence,  on 
this  assumption,  10,000  tons,  or  22,400,000  pounds,  will  be 
the  modulus  of  elasticity  of  the  wrought  iron  stated  in  weight. 
But  an  inch  bar  of  wrought  iron  to  weigh  22,400,000  pounds, 
at  31^  pounds  per  foot,  would  be  6,720,000  feet  long,  and 
this  would  express  the  modulus  of  elasticity  in  feet. 

The  modulus  of  elasticity  will,  of  course,  vary  according 
to  the  character  of  the  material  tested,  being  much  higher 
in  the  better  than  it  is  in  the  lower  grades  of  iron,  but  it 
forms  a  very  useful  and  convenient  standard  of  comparison 
in  determining  quality. 


KIRKALDY’S  CONCLUSIONS. 

Mr.  Kirkaldy  sums  up  the  results  of  his  experimental  in¬ 
quiry  in  the  following  concluding  observations,  which  the 
student  should  study  carefully  : 

1.  The  breaking-strain  does  7iot  indicate  the  quality,  as 
hitherto  assumed. 

2.  A  high  breaking-strain  may  be  due  to  the  iron  being 
of  superior  quality,  dense,  fine,  and  moderately  soft,  or 
simply  to  its  being  very  hard  and  unyielding. 

3.  A  low  breaking-strain  may  be  due  to  looseness  and 
coarseness  in  the  texture,  or  to  extreme  softness,  although 
very  close  and  fine  in  quality. 

4.  The  contraction  of  area  at  fracture,  previously  over¬ 
looked,  forms  an  essential  element  in  estimating  the  quality 
of  specimens. 

5.  The  respective  merits  of  various  specimens  can  be  cor¬ 
rectly  ascertained  by  comparing  the  breaking-strain  jointly 
with  the  contraction  of  area. 

6.  Inferior  qualities  show  a  much  greater  variation  in  the 
breaking-strain  than  superior. 

7.  Greater  differences  exist  between  small  and  large  bars 
in  coarse  than  in  fine  varieties. 


119 


] 

THE  PHCENIX  IRON  COMPANY, 


8.  The  prevailing  opinion  of  a  rough  bar  being  stronger 
than  a  turned  one  is  erroneous. 

9.  Rolled  bars  are  slightly  hardened  by  being  forged 
down. 

10.  The  breaking-strain  and  contraction  of  area  of  iron 
plates  are  greater  in  the  direction  in  which  they  are  rolled 
than  in  a  transverse  direction. 

22.  Iron  is  less  liable  to  snap  the  more  it  is  worked  and 
rolled. 

33.  The  ratio  of  ultimate  elongation  may  be  greater  in 
short  than  in  long  bars  in  some  descriptions  of  iron,  whilst 
in  others  the  ratio  is  not  affected  by  difference  in  the  length. 

44.  Iron,  like  steel,  is  softened,  and  the  breaking-strain 
reduced,  by  being  heated  and  allowed  to  cool  slowly. 

54.  A  great  variation  exists  in  the  strength  of  iron  bars 
which  have  been  cut  and  welded  ;  whilst  some  bear  almost 
as  much  as  the  uncut  bar,  the  strength  of  others  is  reduced 
fully  a  third. 

55.  The  welding  of  steel  bars,  owing  to  their  being  so 
easily  burned  by  slightly  overheating,  is  a  difficult  and  un¬ 
certain  operation. 

56.  Iron  is  injured  by  being  brought  to  a  white  or  weld¬ 
ing  heat,  if  not  at  the  same  time  hammered  or  rolled. 

57.  The  breaking-strain  is  considerably  less  when  the 
strain  is  applied  suddenly  instead  of  gradually,  though 
some  have  imagined  that  the  reverse  is  the  case. 

61.  The  specific  gravity  is  found  generally  to  indicate 
pretty  correctly  the  quality  of  specimens. 

62.  The  density  of  iron  is  decreased  by  the  process  of 
wire-drawing,  and  by  the  similar  process  of  cold  rolling,* 
instead  of  increased,  as  previously  imagined. 

64.  The  density  of  iron  is  decreased  by  being  drawn  out 
under  a  tensile  strain,  instead  of  increased,  as  believed  by 
some. 

*  Note. — The  conclusion  of  Mr  Kirkaldy  in  respect  to  cold  rolling 
is  undoubtedly  true  when  the  rolling  amounts  to  wire-drawing;  but 
when  the  compression  of  the  surface  by  rolling  diminishes  the  sectional 
area  in  greater  proportion  than  it  extends  the  bar,  the  result,  according 
to  the  experience  of  the  Pittsburgh  manufacturers,  is  a  slight  increase 
in  the  density  of  the  iron. 


120 


I 

410  WALNUT  ST.,  PHILADELPHIA. 


200.  It  must  be  abundantly  evident  from  the  facts  which 
have  been  produced  that  the  breaking-strain  when  taken 
alone  gives  a  false  impression  of,  instead  of  indicating,  the 
real  quality  of  the  iron,  as  the  experiments  which  have  been 
instituted  reveal  the  somewhat  startling  fact  that  frequently 
the  inferior  kinds  of  iron  actually  yield  a  higher  result  than 
the  superior.  The  reason  of  this  difference  was  shown  to 
be  due  to  the  fact,  that  whilst  the  one  quality  retained  its 
original  area  only  very  slightly  decreased  by  the  strain,  the 
other  was  reduced  to  less  than  one-half.  Now  surely  this 
variation,  hitherto  unaccountably  completely  overlooked,  is  of 
importance  as  indicating  the  relative  hardness  or  softness  of 
the  material,  and  thus,  it  is  submitted,  forms  an  essential 
element  in  considering  the  safe  load  that  can  be  practically 
applied  in  various  structures.  It  must  be  borne  in  mind  that 
although  the  softness  of  the  material  hcs  the  effect  of  lessen¬ 
ing  the  amount  of  the  breaking-strain,  it  has  the  very  oppo¬ 
site  effect  as  regards  the  working-strain.  This  holds  good 
for  two  reasons:  first,  the  softer  the  iron  the  less  liable  it  is 
to  snap;  and  second,  fine  or  soft  iron,  being  more  uniform 
in  quality,  can  be  more  depended  upon  in  practice.  Hence 
the  load  which  this  description  of  iron  can  suspend  with 
safety  may  approach  much  more  nearly  the  limit  of  its  break¬ 
ing-strain  than  can  be  attempted  with  the  harder  or  coarser 
sorts,  where  a  greater  margin  must  necessarily  be  left. 

202.  As  a  necessary  corollary  to  what  we  have  just  en¬ 
deavored  to  establish,  the  writer  now  submits,  in  addition, 
that  the  working-strain  should  be  in  proportion  to  the  break¬ 
ing-strain  per  square  inch  of  fractured  area,  and  not  to  the 
breaking-strain  per  square  inch  of  original  area  as  hereto¬ 
fore.  Some  kinds  of  iron  experimented  on  by  the  writer 
will  sustain  with  safety  more  than  double  the  load  that 
others  can  suspend,  especially  in  circumstances  where  the 
load  is  unsteady,  and  the  structure  exposed  to  concussions 
as  in  a  ship  or  railway  bridge. 

KIRKALDY'S  RULE  FOR  COMPARING  THE  QUALITIES  OF  IRON: 

The  breaking-weight  per  square  inch  of  the  frac¬ 
tured  area,  instead  of  the  breaking-weight  or  strain 
per  square  inch  of  the  original  area. 


I  21 


THE  PHCENIX  IRON  COMPANY, 


DIMINUTION  OF  TENACITY  OF  WROUGHT  IRON 


At  High  Temperatures. 


EXPERIMENTS  FRANKLIN  INSTITUTE,  1839. 


WALTER  JOHNSON  AND  BENJAMIN  REEVES,  COM. 


c. 

Fahr. 

Diminution 
per  cent,  of  Mai. 
Tenacity. 

c. 

Fahr. 

Diminution 
per  cent,  of  Mai. 
Tenacity. 

27 1 0 

520° 

0.0738 

500° 

9320 

0.3324 

299 

0.0869 

508 

0-3593 

313 

0.0899 

554 

0.4478 

3l6 

0.0964 

599 

0-55'4 

332 

630 

0.1047 

624 

1154 

0.6000 

350 

011 55 

626 

0.601 1 

378 

0.1436 

642 

0.6352 

389 

732 

O.I49I 

669 

0.6622 

390 

OI535 

674 

■245 

0.6715 

408 

0.1589 

708 

1306 

0.7001 

410 

0.1627 

440 

0.2010 

The  contraction  of  a  wrought-iron  rod  in  cooling  is  about 
equivalent  to  TgJtrff  °f  *ts  length  from  a  decrease  of  150 
Fahr.,  and  the  strain  thus  induced  is  about  one  ton  for  every 
square  inch  of  sectional  area  in  the  bar. 

For  a  rod  of  the  lengths  given  below  the  contraction  will 
be  as  follows : 


Length  of  rod,  in  feet,  10  20  30  40  50  75  100  150 


Contraction, 
in  inches,  for 


15°  .012  .024  .036  .048  .060  .090  .120  .180 

100°  .080  .160  .240  .320  .400  .600  .800  1.200 

150°  120  .240  .360  .480  .600  .900  1.200  1.800 


Contraction  and  expansion  being  equal,  the  pressure  per 
square  inch  induced  by  heating  or  cooling  is  as  follows: 

For  temperatures  varying  by  150  Fahr. : 


Variation,  15  30  45  60  75  105  120  150  degrees. 

Pressure,  123457  8  10  tons. 


Stoney  gives  8°  C.  =r  14.4  Fahr.  as  equivalent  to  a  press¬ 
ure  of  one  ton  per  square  inch  for  wrought  iron,  and  15° 
C.  =  27  Fahr.  for  cast  iron. 


122 


410  WALNUT  ST.,  PHILADELPHIA. 


LINEAR  EXPANSION  OF  METALS. 


Between  o°  and  100°  C.  Fori°C. 

For  i°  Fall*. 

Zinc  .  .  . 

.  O.OO294 

Lead  . 

.  O.OO284 

Tin  .  .  . 

.  0.00222 

Copper,  Yellow  .  0.00188 

Copper,  Red  . 

.  0.001 7 1 

Forged  Iron* 

.  O.OOI22  .0000122 

.00000677 

Steelf  .  .  . 

^  0.001 14  .0000114 

.00000633 

Cast  Iron*  . 

.  0.001  1 1  .OOOOIII 

.00000616 

For  a  change  of  loo0  Fahr.,  a  bar  of  iron  1475'  long  will 
extend  1  foot.  Similarly,  a  bar  100  feet  long  will  extend 
.0678  foot,  or  ,S  1 36  inch. 

According  to  the  experiments  of  Du  Long  and  Petit,  we 
have  the  mean  expansion  of  iron,  copper,  and  platinum, 
between  o°  and  ioo0  C.,  and  o°  and  300°  C.,  as  below : 


Iron  . 
Copper  . 
Platinum 


From  o°  to  100°  C. 

0.00180 
0.001 7 1 
0.00884 


o°  to  300°  C. 

0.00146 

0.00188 

0.00918 


The  law  for  the  expansion  of  iron,  steel,  and  cast  iron  at 
very  high  temperatures,  according  to  Rinman,  is  as  follows  : 


From  25°  to  525°  C. 
Red  Heat=5oo°  C. 

For  1°  C. 

i°  Fahr. 

Iron 

Tf- 

O 

q 

.OOOOI43  =‘ 

.OOOOOSO 

Steel  .  . 

.  .  .01071 

.0000214 

.OOOOI 19 

Cast  Iron 

.  .  .01250 

.OOOO25O  =r- 

.OOOOI39 

Iron  .  . 

From  25°  to  1300°. 
Nascent  White  =1275° 

.  .  .01250 

C. 

.00000981  = 

.OOOOO545 

Steel  .  . 

.  .  .01787 

.00001400  = 

.OOOOO777 

Cast  Iron 

.  .  .02144 

.00001680  = 

.OOOOO933 

Iron 

From  500°  to  1500°. 
Dull  Red  to  White  Heat= 
Difference. 

■  ■  -00535 

:IOOO°  C. 

•OOOO0535  = 

.OOOOO3O 

Steel  .  . 

.  .  .00714 

.OOOOO714  := 

.OOOOO4O 

Cast  Iron 

•  •  00893 

.OOOO0893  = 

.OOOOO5O 

Ratio  of  Expansion  in  Hundred  Parts,  assuming  Forge  Iron 
to  Expand  between  o°  and  ioo°  C. =.00122. 

From  o°  to  ioo°.  250  10525°.  25°  to  1 300°.  500°  to  1500°. 

Iron.  .100  per  ct.  H7perct.  So  per  et.  44  per  ct. 

Steel  .  93  “  175  “  1 14  “  58  “ 

Cast  Iron  91  “  205  “  1 37  “  73  “ 


*  Laplace  and  Lavoisier. 


f  Ramsden. 


THE  PHCENIX  IRON  COMPANY, 

DIFFERENT  COLORS  OF  IRON  CAUSED  BY  HEAT. 

POUILLbV. 

c. 

F  A  H  H . 

Color. 

210° .  .  . 

410° 

.  .  .  Pale  Yellow. 

221 

430 

.  .  .  Dull  Yellow. 

256  ..  . 

493 

.  .  .  Crimson. 

26l  .  .  . 

502  ) 

.  .  .  Violet,  Purple,  and  Dull  Blue;  be- 

370  ••  • 

6S0  > 

tween  261°  C.  to  370°  C.  it  passes 
to  Bright  Blue,  to  Sea  Green,  and 
then  disappears. 

500  .  .  . 

932 

.  .  .  Commences  to  be  covered  with  a 
light coatingof oxide;  losesagood 
deal  of  its  hardness,  becomes  much 
more  impressible  to  the  hammer, 
and  can  be  twisted  with  ease. 

525  • 

977 

.  .  .  Becomes  Nascent  Red. 

700  .  .  . 

I  292 

.  .  .  Sombre  Red. 

800  .  .  . 

1472 

.  .  .  Nascent  Cherry. 

900  .  .  . 

1657 

.  .  .  Cherry. 

IOOO  .  .  . 

N 

rO 

c*c 

.  .  .  Bright  Cherry. 

I IOO  .  .  . 

2012 

.  .  .  Dull  Orange. 

1200  .  .  . 

2192 

.  .  .  Bright  Orange. 

1300  .  .  . 

2372 

.  .  .  White. 

I4OO  .  .  . 

2552 

.  .  .  Brilliant  White — Welding  Heat. 

1500  .  .  . 

2732  \ 

.  .  .  Dazzling  White. 

1600  .  .  . 

2912 1 

MELTING  POINT  OF  METALS. 

Name. 

Fahk.  Fahk.  Authority. 

Platina  .  . 

4593° 

Antimony 

955  .  .  .  842  .  .  .  J.  Lowthian  Bell. 

Bismuth  . 

487  .  .  .  507  •  •  - 

Tin  (average)  .  . 

475 

Lead  “ 

622  .  .  .  620  ...  “ 

Zinc  .  .  . 

772  .  .  .  782  .  .  . 

Cast  Iron  . 

20.0/ I922  '201 2  '  •  White.  1  poui]let 
t  201 2. .2192  .  .  Gray.  J 

Wrought  Iron  .  . 

2910  .  .  2733  .  .  .  Welding  Heat.  “ 

Steel  .  .  . 

2370  .  .  2550 

Copper  (average). 

2174 

124 


410  WALNUT  ST.,  PHILADELPHIA. 


NOTES  ON  THE 

WEIGHT  AND  COMPOSITION  OF  AIR 


I  cubic  foot  of  air  at  320  Fahr.,  under  a  pressure  of  14.7 
lbs.  per  square  inch,  weighs  .080728  11). 

Therefore,  1000  cubic  feet  =  80.728  lbs. 


1  cubic  foot  =  1.292  oz. . 


I  cubic  foot  of  air  contains 


1  cubic  foot  of  air  contains 


53.85  cubic  feet  of  air  contain 


23  per  cent.  Oxygen. 
77  per  cent.  Nitrogen. 

.29716  oz.  Oxygen. 
.99484  oz.  Nitrogen. 
I.29200  total  weight. 

.0185725  lb.  Oxygen. 
.0621555  lb.  Nitrogen. 
.080728  lb. 

1. 000  lbs.  Oxygen. 

3.347  lbs.  Nitrogen. 

4.347  lbs. 


Carbonic  acid  =  C  02  =  22. 

C  =  6.  0  =  8.  02=  16.  6  +16  =  22. 

For  combustion  to  carbonic  acid  1  lb.  of  coal  requires 
2§  lbs.  of  oxygen,  or  143.6  cubic  feet  of  air,  supposing  all 
of  the  oxygen  to  combine  with  the  coal.  280  to  300  cubic 
feet  of  air  per  pound  of  coal  is  the  usual  allowance  for 
imperfect  combustion. 

11.59  lbs.  °f  air  for  perfect  combustion. 

24  lbs.  of  air  for  imperfect  combustion. 


125 


1 1 


THE  above  cut  illustrates  a  girder  composed  of  two  beams 
supporting  a  wall.  During  the  construction  a  tem¬ 
porary  prop  should  be  placed  beneath  the  girder  after  several 
courses  of  brick  have  been  laid,  and  the  prop  should  not 
be  removed  until  the  masonry  is  dry.  This  will  prevent 
undue  deflexion  of  the  girder. 

The  girder  should  be  of  sufficient  strength  to  sustain  the 
entire  weight  of  the  wall  between  perpendicular  lines  above 
the  span  to  a  height  corresponding  to  the  apex  of  the  doited 
lines. 

Assuming  the  weight  of  a  cubic  foot  of  brick  wall  to  be 
1 12  pounds,  a  superficial  square  foot  of  g  inch  wall  will 
weigh  84  pounds,  of  13  inch  wall  121  pounds,  and  of  18 
inch  wall  1C8  pounds,  and  the  following  table  specifies 
suitable  beams  for  use  as  girders  over  the  several  spans 
named. _ 


PROPER  SIZES  OF  BEAMS  TO  USE  AS  GIRDERS 
FOR  SUPPORTING  WALLS. 


SPAS. 

13"  Wall. 

SPAN. 

13"  Wall. 

Feet. 

8  to  10 

2 — 6//  40  lbs.  | 

Feet. 

18  to  20 

2 — loi"  go  lbs. 

IO  to  12 

2—7 "  55  lbs- 

20  to  22 

2 — 12"  96  lbs. 

12  to  14 

2—8"  65  lbs. 

22  to  24 

2 — 12"  125  lbs. 

14  to  16 

2 — g"  70  lbs.  | 

24  to  26 

2 — 15"  150  lbs. 

16  to  18 

2 — g"  84  lbs.  j 

26  to  28 

2 — 15"  200  lbs. 

126 


410  WALNUT  ST.,  PHILADELPHIA. 


TABLES 


—  O  F-w — 


THE  PHCENIX  IRON  COMPANY, 


WEIGHT  OF  FLAT  BAR  IRON. 

PEK  FOOT. 


THICKNESS,  IN  INCHES. 


T2  S 

1 

1 

3 

1 

5 

3 

7 

1 

5 

3 

7 

^  a 

16 

8 

16 

4 

16 

8 

16 

2 

8 

4 

8 

1 

Mj. 

lbs. 

Its. 

Its. 

Its. 

Its. 

its. 

lbs. 

lbs. 

Its. 

/is. 

lbs. 

1 

.21 

•42 

•63 

.84 

1.05 

1.26 

x-47 

1.68 

2.11 

2.53 

2-95 

3  37 

1% 

•24 

•47 

•7X 

•95 

1. 18 

1.42 

1.66 

1.90 

2-37 

2.84 

3-32 

3-79 

'V* 

.26 

•53 

•79 

1.05 

'•32 

1.58 

1 .84 

2.11 

2.63 

3.16 

3.68 

4.21 

iH 

.29 

.58 

•s? 

I. l6 

x-45 

*•74 

2.03 

2.32 

2.89 

3  47 

4-05 

4.63 

•5* 

•3* 

•63 

•95 

1.26 

1.58 

1.90 

2.21 

2-53 

3.16 

3-79 

4.42 

5-05 

•34 

.68 

>°3 

*•37 

1  71 

2.05 

2-39 

2.74 

3-42 

4.11 

479 

5  47 

'Y* 

•37 

•74 

I.  II 

1  47 

1.84 

2.21 

2.58 

2-95 

3.68 

4.42 

5.1s 

589 

1% 

•4° 

•79 

I. l8 

1.58 

1.97 

2-37 

2.76 

3.16 

3-95 

4-74 

5-53 

6.32 

2 

•  42 

.84 

1.26 

j.68 

2. 11 

2,3 

2 -95 

3-37 

4.21 

5.05 

5.89 

6  74 

sJ4 

•45 

.90 

1  34 

'•79 

2.24 

2.68 

3-'3 

3-58 

4-47 

5-37 

6.26 

7.l6 

•47 

•95 

1.42 

1.90 

2.37 

2.84 

3-32 

3-79 

4-74 

5.68 

6.83 

7-58 

•50 

1. 00 

1.50 

2.00 

2.50 

3.00 

3-5° 

4.00 

5.00 

6.00 

7.00 

8.00 

2M 

•53 

1.05 

1.58 

2. II 

2.63 

3.16 

3.68 

4.21 

5.26 

6.32 

7-37 

8.42 

2% 

■55 

1. 1 1 

1.66 

2.21 

2.76 

3-32 

3-87 

4.42 

5-53 

6.63 

7-74 

8.84 

*K 

.58 

1.16 

'■74 

2.32 

2.89 

3-47 

4.05 

4.63 

5-79 

6.95 

8.10 

9.26 

aY, 

.61 

1. 21 

1.82 

2  42 

3-°3 

3-^3 

4.24 

4.84 

6.05 

7.26 

8.47 

9.63 

3 

■63 

1.26 

1  90 

2-53 

3.16 

3-79 

4.42 

5-05 

6.32 

7-58 

8.84 

10. 10 

3^ 

.68 

i-37 

2.05 

2.74 

3*42 

4. 11 

4-79 

5-47 

6.84 

8.21 

9.58 

10.9s 

3M 

•74 

»-47 

2.21 

2.95 

3-68 

4.42 

5.16 

5  89 

7-37 

8.84 

10.32 

”•79 

3K 

■79 

1.58 

2-37 

3.16 

3-95 

4-74 

5-53 

6.32 

7.89 

9-47 

11.05 

12.63 

4 

.84 

1.68 

2-53 

3-37 

4  21 

5-05 

5-89 

6.74 

8.42 

10. 10 

”•79 

x3-47 

aVa 

.90 

'•79 

2.68 

3.58 

4-47 

5-37 

6.26 

7.16 

8-95 

10.74 

12.53 

1431 

4/4 

•95 

1.90 

2.84 

3-79 

4-74 

5.68 

6.63 

7o8 

9-47 

11.38  13.26 

15.16 

4K 

1. 00 

2.00 

3.00 

4.00 

5.00 

6.00 

7.00 

8.00 

10.00 

12.00 

14.00 

16.00 

5 

1.05 

2.  II 

3  '6 

4.21 

5.26 

6.32 

7-37 

8.42 

IO-53 

12.63 

M-74 

16.84 

5K 

1. 11 

2.21 

3-32 

4.42 

5-53 

6.63 

7-74 

8.84 

11.05 

13.26 

15.47 

17.68 

5M 

1. 16 

2.32 

3-47 

4.63 

5-79 

6.95 

8.10 

9.26 

11.58 

13.89 

16.21 

18.52 

128 


410  WALNUT  ST.,  PHILADELPHIA 


WEIGHT  OF  FLAT  BAR  IRON. 

PER  FOOT. 


THICKNESS,  IS  INCHES. 

1 

1 

3 

1 

5 

3 

7  1 

5 

3  7  1 

16 

8 

16 

4 

16 

8 

16  2 

8 

4  8  1 

lbs. 

lbs. 

/ bs . 

Ibf. 

lbs. 

lbs. 

lbs.  lbs. 

lbs. 

lbs.  lbs.  j  lbs. 

5  y* 

1  .21 

2.42 

363 

4.84 

6.05 

7.26 

8.47  9.68 

12.10 

‘4.53  ‘6-95  ‘9-37 

6 

1.26 

-53 

3  79 

5.05 

6.32 

7o8 

8.84  10. 10 

12.63 

15.16  17. 6S  20.21 

6* 

■•3‘ 

2.63 

3.95 

5-27 

6.58 

7.9O 

9.21  10.53 

13.16 

15.79  18.42  2:. 05 

6'A 

1.36 

2-73 

4.10 

5-47 

6.84 

8.21 

9.58  10.94 

13.68 

16.42  19.16  21.88 

6K 

1.42 

2.S4 

4.26 

5-69 

7.10 

8-53 

9.95  11.36j14.21 

17.05  19.90  22.73 

7 

■47 

2.94 

4.42 

5.90 

7-36 

8.84 

10.32  11  79 

14-74 

17.68  20.64  23-48 

iV* 

1  53 

3-°5 

4.58 

6. ii 

7.63 

9.l6 

10.68  12.21 

15.26 

18.32  21.37  24.42 

7/4 

*•58 

3. ‘6 

4-74 

6.32 

7.90 

9.48 

1 

11.06  12.64 

15.78  18.94  22.11  25.28 

7  X 

1.63 

3.26 

4-9° 

6-53 

8.16 

9-79 

11.42  13.06  16.31 

19.57  22.84  26.12 

8 

1  68 

336 

5-05 

6.74 

8.42 

IO.  IO 

11.78  13.48  16.84 

20.20  23.58  26.94 

‘•74 

3-47 

5-21 

6.95 

8.68 

10.42 

12.16  13.89 

17-37 

20.84,24.32  27.79 

‘■79 

3  58 

5-36 

7.l6 

8.94 

IO.74 

12.52  14.32 

17.9° 

21.48  25.06  28.63 

m 

..84 

3-68 

5-53 

7-37 

9.21 

I  1. 05 

>2.89  14.74 

18.42 

22.10  25.79  29.47 

9 

1.90 

3-79 

5-68 

7-58 

9.48 

II.36  I3.26  I5.l6 

‘8.95 

22  75  26  52  30  32 

9'A 

‘■95 

3-9° 

5.84 

7-79 

9-74 

11.68  13.6315.58 

19  47  23-38^7.26  31.16 

9'A 

2.00 

4-00 

6.00 

8.00 

10.00 

12  OO 

14.00  16.00 

20.00  24.00  28.00  32.00 

9& 

2.05 

4. II 

6.16 

8.21 

10.26 

I2.32 

‘4-37  ‘6-42 

20.53  24.63  28.74  32-84 

IO 

2.10 

4.21 

6.32 

8.42 

10.52 

12.64 

14.74  16.84 

21.05  25  29.48  33.68 

IOK 

2.l6 

4-32 

6  48 

8.63 

10  79 

12-95 

15. II  17.26 

21.58  25.89  30.21  34.52 

10^ 

2.21 

4.41 

6.64 

8.84 

11.05 

13.26  15.48  17.68 

22.10 

26.52  30.95  35.36 

2.26 

4-53 

6.79 

9-°5 

11.32 

13.58 

I5.84  l8.IO 

22.63  27.16  31.68  36.21 

XI 

2.32 

4.64 

6.95 

9.26 

11.58 

I3.9O  l6.2I  18.52  23.16  27.78  32.42  37.04 

2-37 

4-74 

7. II 

9-47 

11.85  1421 

16.58  18.94  23.68  28.42  33. 15  37.89 

Il34 

2.42 

4.84 

7.26 

9.68 

12  10 

I4.52 

l6.94  19  36  24.20 

29.06  33-9°i38.74 

“K 

2.47 

4-94 

7.42 

9.89 

12.37 

14.84  17.31  19.78  24.73  29.69  34.63!39.56 

12 

2.52 

5.05 

758 

10. 10 

12.64 

I5.l6  I7.68  20.20 

25.26  30.32  35. 36j4o.4o 

I  I 


129 


THE  PHCENIX  IRON  COMPANY, 


WEIGHT  OF  WROUGHT  IRON. 


Thickness  or  Diain.in  Dec'Is, 

Wt.  of  a  Sq. 

Wt.  per  Foot 
Sq.  Bar,  Lbs. 

Wt.  per  hoot 
Round  Bar,  Lbs. 

Inches. 

of  a  Foot. 

Foot,  Lbs. 

3V 

.0026 

1.263 

•0033 

.0026 

tV 

.OO52 

2.526 

.0132 

.OIO4 

A 

.0078 

3  789 

.0296 

•0233 

j 

.OIO4 

5.052 

.0414 

■jV 

.0130 

6  3 1 5 

.0823 

.0646 

tV 

.0156 

7-57« 

.II84 

.0930 

.0182 

8.84I 

.l6l2 

.1266 

1 

f 

0208 

IO.  IO 

.2105 

•  1653 

'SI 

.0234 

'1-37 

•2665 

.2093 

A 

.0260 

12.63 

.329O 

•2583 

11 

Si 

.0287 

13.89 

•39S0 

.3126 

■3 

•0313 

15  16 

•4736 

■372c 

■  H 

•0339 

16.42 

■5558 

•4365 

A 

•0365 

1 7.68 

.6446 

.5063 

if 

■°39I 

18  95 

.7400 

-5813 

i 

.0417 

20.21 

.8420 

.6613 

A 

.0469 

22.73 

1.066 

.8370 

S 

.0521 

25  26 

I.3l6 

1033 

if 

•0573 

27.79 

1-592 

I.25O 

f 

if 

.0625 

303' 

1-895 

1.488 

.0677 

32-84 

2.223 

1.746 

I- 

.0729 

35  37 

2-579 

2.025 

if 

.0781 

37  89 

2.960 

2325 

I 

•0833 

40  42 

3  368 

2.645 

A 

.0885 

42.94 

3-803 

2.986 

i 

.0938 

45  47 

4  263 

3-348 

A 

.O99O 

48  00 

4-750 

3730 

i 

.1042 

50  52 

5-263 

4-133 

5 

TG 

.1094 

53  05 

5.802 

4-557 

i 

.1146 

55  57 

6.368 

5.001 

A 

.1198 

58  10 

6  960 

5.466 

i 

.1250 

60  6 ; 

7-578 

5-952 

i 

•*354 

65.68 

8.893 

6.985 

1 

.1458 

70-73 

10.31 

8.101 

& 

•1563 

75-78 

1 1.84 

9.300 

2 

.1667 

8083 

'3-47 

10.58 

i 

.1771 

85  89 

15.21 

11  95 

4 

■1875 

90  94 

17.05 

13  39 

4 

•1979 

95  99 

19.00 

14.92 

.2083 

IOI.O 

21.05 

16-53 

i 

.2188 

106. 1 

23.21 

18.23 

t 

i 

.2292 

I  I  1.2 

25-47 

20.01 

.2396 

1 16.2 

27.84 

21.87 

3 

.2500 

121.3 

30-31 

23-81 

130 


410  WALNUT  ST.,  PHILADELPHIA. 


WEIGHT  OF  WROUGHT  IRON. 


Thickness  or  Diam.  in  Dec’ls, 
Inches.  of  a  Foot. 

Wt.  of  aSq. 
Foot,  Lbs. 

Wt.  per  Foot 
Sq.  Bar,  Lbs. 

Wt.  per  Foot 
Round  Bar,  Lbs. 

3i 

.2604 

126.3 

32.89 

25-83 

1. 

A 

.270S 

1 3 1  -4 

35-57 

27-94 

A 

8 

.2813 

136.4 

38-37 

30-13 

1 

-  29 1 7 

>41-5 

41.26 

32-41 

s 

8 

.3021 

146.5 

44.26 

34-76 

.3. 

A 

•3'25 

'51-6 

47-37 

37.20 

If 

.3229 

156.6 

50-57 

39-72 

4 

•3333 

161.7 

53-89 

42-33 

1 

8 

•3438 

166.7 

57-3i 

45.01 

1 

T 

■3542 

171.8 

60.84 

47-78 

A 

s 

.3646 

176.8 

64.47 

50.63 

■3750 

181.9 

68.20 

53-57 

i 

•3854 

186.9 

72.05 

56.59 

a 

4 

•3958 

192.0 

75-99 

59-69 

.4063 

197.0 

80.05 

62.87 

s 

.4167 

202.1 

84.20 

66.13 

i 

.4271 

207.1 

88.47 

69.48 

i 

4 

•4375 

212.2 

92.83 

72.91 

A 

•4479 

217.2 

97-31 

76.43 

i. 

•4583 

222.3 

IOI.9 

80.02 

£ 

.4688 

227.3 

106.6 

83.70 

3. 

4 

■4792 

232-4 

II  1.4 

87.46 

.4896 

237-5 

116.3 

9i-3i 

6 

.5000 

242.5 

121.3 

95-23 

1 

4 

.5208 

252.6 

131.6 

103-3 

i 

•5417 

262.7 

142.3 

1  u. 8 

A 

4 

•5625 

272.8 

153-5 

120.5 

7 

•5833 

282.9 

165.0 

129.6 

1 

.6042 

293.0 

177.0 

139.0 

1 

.6250 

303-1 

189.5 

I48.8 

A 

4 

■645  § 

3132 

202.3 

158.9 

8 

.6667 

323-3 

215.6 

169-3 

1 

4 

.6875 

333-4 

229.3 

180.1 

1 

4 

.7083 

343-5 

243-4 

I9I.I 

3 

4 

.7292 

353-6 

247.9 

202.5 

9 

.7500 

363-8 

272.8 

214-3 

1 

4 

.7708 

373-9 

288.2 

226.3 

£ 

.7917 

384.0 

304.0 

238-7 

3. 

.8125 

394-i 

320.2 

25I-5 

IO 

•8333 

404.2 

336.8 

264.5 

1 

.8750 

424.4 

371-3 

291.6 

11 

.9167 

444.8 

407-5 

320.1 

1 

•9583 

464.6 

445-4 

349-8 

12 

I  Foot. 

485. 

485. 

380.9 

131 


THE  PHCENIX  IRON  COMPANY, 


GENERAL  RULES 


FOR  DETERMINING 

THE  WEIGHT  OF  ANY  PIECE  OF  WROUGHT  IRON. 


One  cubic  foot  of  wrought  iron 
One  square  foot,  one  inch  thick 
One  square  inch,  one  foot  long 
One  square  inch,  one  yard  long 


Hence  it  appears  that  the  weight  of  any  piece  of  wrought 
iron  in  pounds  per  yard  is  equal  to  io  times  its  area  in 
square  inches. 

Example. — The  area  of  a  bar  3"  X  I"  —  3  square  inches, 
and  its  weight  is  30  lbs.  per  yard. 


. =  480  lbs. 

.  .  .  40  lbs. 

•  •  •  =  ft  =  3i  lbs. 

•  •  =3i  X3=  10  lbs. 


For  round  iron  the  weight  per  foot  may  be  found  by 
taking  the  diameter  in  quarter  inches,  squaring  it,  and 
dividing  by  6. 

Example. — What  is  the  weight  of  2"  round  iron  ? 

2"  =  8  quarter  inches.  82  =  64. 

—  iof  lbs.  per  foot  of  2"  round. 

Example. — What  is  the  weight  of  round  iron? 

—  3  quarter  inches.  3*  =  9. 

|  =  1 J  lbs.  per  foot  of  round. 


The  above  rules  are  highly  convenient,  and  enable  mental 
calculations  of  weight  to  be  quickly  obtained  with  accuracy. 


'32 


410  WALNUT  ST.,  PHILADELPHIA. 

CAST-IRON  PIPE. 

WEIGHT  OF  A  LINEAL  FOOT. 


THICKNESS  OF  METAL,  IN  INCHES. 

2  <8 - - - - - - - 


©  £3 

pq 

1 

4 

3 

8 

1 

2 

5 

8 

3 

4 

7  1 

8  1 

li 

l1 

14 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

2 

5-5 

8.7 

12.3 

16. 1 

20.3 

24  7 

29.5 

34-5 

39-9 

6.8 

10.6 

14.7 

19  2 

24.O 

29.0 

34-4 

40.0 

46.O 

3 

7  9 

12.4 

17.2 

22.2 

27.6 

323 

39-3 

45-6 

52.2 

3  M 

9.2 

14-3 

19.6 

25-3 

3X*3 

37-6 

44-2 

51.0 

58.3 

4 

10.4 

16. 1 

22.1 

28.4 

35-o 

41.9 

49-1 

56.6 

64.4 

4  M 

XI*7 

18.0 

24  5 

3x-5 

38.7 

46.2 

54-0 

62.1 

70.6 

5 

12.9 

19.8 

27.0 

34-5 

42.3 

50-5 

59-9 

67.7 

76.7 

sJ4 

14. 1 

21.6 

29-5 

37-6 

46  O 

54.8 

63.8 

73-2 

82.9 

6 

15-3 

23  5 

3x-9 

40.7 

49  7 

39- 1 

68.7 

78.7 

89.O 

7 

17.8 

27.2 

36.9 

46.8 

57-1 

67.7 

78.5 

89.8 

IOI. 

8 

20.3 

3=>-8 

41.7 

52.9 

64  4 

76.2 

88.4 

IOI. 

114. 

9 

22.7 

34-5 

4  6.6 

59- 1 

71.8 

84.8 

98.2 

1 12 . 

126. 

IO 

25-2 

38.2 

5x-5 

65.2 

79 2 

93-4 

IO8. 

123. 

138. 

.1 

27.6 

4x-9 

565 

7i-3 

86.5 

102. 

IlS. 

*34- 

150. 

12 

30.1 

45.6 

61.4 

77-5 

93-9 

hi. 

128. 

T45- 

163. 

32-5 

49.2 

66.3 

83.6 

IOI. 

119. 

138. 

156. 

175. 

i4 

35-o 

52-9 

71.2 

89.7 

109. 

128. 

x47- 

167. 

187. 

15 

37-4 

5  6.6 

76.1 

95-9 

116. 

136. 

x57- 

178. 

199. 

16 

39- 1 

62.3 

81 .0 

102. 

123. 

145- 

167. 

189. 

212. 

18 

44.8 

67.7 

9°-9 

114. 

138. 

162. 

187. 

211. 

236. 

20 

49-7 

75-2 

101. 

I27. 

*53- 

179. 

206. 

233- 

26l. 

22 

54.6 

82.6 

HI. 

>39- 

168. 

x97- 

226. 

255- 

285- 

24 

59.6 

89.9 

120. 

I5I- 

182. 

;  214. 

245- 

278. 

3ro- 

2  6 

64-5 

97-3 

X3X- 

164. 

198. 

231. 

266. 

300. 

,  335- 

28 

69.4 

105. 

I40. 

176. 

212. 

;  249- 

286. 

323- 

;  36°- 

30 

74.2 

112. 

150- 

188. 

227. 

|  266. 

305. 

;  345- 

384- 

Note. — For  each  joint,  add  a  foot  to  length  of  pipe. 


>33 


THE  PHCENIX  IRON  COMPANY, 


GALVANIZED  AND  BLACK  IRON. 


Weight  i  n  Pounds  per  Square  Foot  of  Galvanized 
Sheet  Iron,  both  Flat  and  Corrugated. 


The  numbers  and  thicknesses  are  those  of  the  iron  before 
it  is  galvanized.  When  a  flat  sheet  (the  ordinary  size  of 
which  is  from  2  to  2 J  feet  in  width,  by  6  to  8  feet  in  length) 
is  converted  into  a  corrugated  one,  with  corrugations  5  inches 
wide  from  centre  to  centre,  and  about  an  inch  deep  (the 
common  sizes),  its  width  is  thereby  reduced  about  -j^th 
part,  or  from  30  to  27  inches ;  and  consequently  the  weight 
per  square  foot  of  area  covered  is  increased  about  |th  part. 
When  the  corrugated  sheets  are  laid  upon  a  roof,  the  over¬ 
lapping  of  about  2\  inches  along  their  sides  and  of  4  inches 
along  their  ends  diminishes  the  covered  area  about  jth 
part  more ;  making  their  weight  per  square  foot  of  roof 
about  Jth  part  greater  than  before.  Or  the  weight  of  cor¬ 
rugated  iron  per  square  foot  in  place  on  a  roof  is  about  J 
greater  than  that  of  the  flat  sheets  of  above  sizes  of  which 
it  is  made. 


fi> 

a 

m 

O 

& 

BUCK. 

GALVANIZED. 

Flat 

Corrugated. 

Flat. 

Corrugated. 

ea 

0 

as 

Lbs. 

On 

Roof. 

Lbs. 

On 

Roof. 

Lbs. 

On 

Roof. 

Lbs. 

On 

Roof. 

30 

48 

56 

•53 

.62 

•7> 

•83 

■79 

•91 

29 

52 

.61 

.58 

.68 

■75 

.87 

.83 

•97 

28 

56 

.67 

.62 

73 

81 

•94 

.90 

1  05 

27 

.64 

•75 

•71 

.83 

.87 

1. 01 

97 

!.«3 

26 

72 

.84 

.80 

93 

•94 

1.09 

104 

1 .21 

25 

80 

•93 

89 

1.04 

1 .00 

1. 17 

X.II 

1.29 

24 

.88 

1 03 

98 

X  I4 

1.06 

1.24 

1. 18 

>•37 

*3 

I  .OO 

1.17 

1. 11 

1.29 

1  >9 

>•39 

1.32 

>54 

22 

1.12 

>-3> 

1.24 

x-45 

»-3> 

x*53 

x-47 

>-7> 

21 

1.28 

1.49 

1  43 

t  .67 

1.50 

x-75 

t.67 

1  95 

20 

I.40 

1.63 

1.56 

1.82 

1  75 

2  03 

1.94 

2  26 

>9 

1.69 

1  97 

1.87 

2.18 

1.94 

2.26 

2  >5 

2.51 

18 

T.96 

2  29 

2.18 

2  54 

2-37 

2  76 

2.63 

3.07 

■7 

*  33 

2  72 

2.59 

3  02 

2.69 

3  >3 

2  99 

3-49 

l6 

2.6o 

303 

2.89 

3  37 

3.00 

3.50 

3  33 

3.88 

x5 

2  89 

3  37 

3-2t 

3-74 

3-3° 

3  85 

367 

4.28 

*4 

3-33 

3.88 

3  70 

4  3« 

3  75 

4-37 

4i7 

4  86 

•3 

3  81 

4  44 

423 

4  93 

4-*3 

4  93 

4.70 

5.48 

Note. — The  galvanizing  of  sheet  iron  adds  about  one-third  of  a 
pound  to  its  weight  per  square  foot. 


134 


a 

410  WALNUT  ST.,  PHILADELPHIA. 


AMERICAN  AND  BIRMINGHAM  WIRE  GAUGES. 


be 

0 

© 

Thickness 

American 

Gauge. 

Thickness 

Birmingham 

Gauge. 

s> 

=3 

O 

55 

Thickness 

American 

Gauge. 

Thickness 
Birmingham 
Gauge.  j 

No.  Gauge,  j 

Thickness 

American 

Gauge. 

Thickness 

Birmingham 

Gauge. 

Inch. 

Inch. 

Inch . 

Inch. 

Inch. 

Inch. 

OOOO 

.46 

•454 

I  I 

.0907 

.12 

25 

.0179 

.02 

OOO 

.4096 

.425 

I  2 

.0808 

.IO9 

26 

.0160 

.018 

OO 

.364S 

•38 

'3 

.0719 

•°95 

27 

.OI42 

.0l6 

O 

•324^ 

•34 

H 

.0641 

.083 

28 

.0126 

.014 

1 

.2893 

•3° 

'5 

.057 

.072 

29 

.OI  12 

.013 

2 

.2576 

.284 

l6 

.0508 

.065 

30 

.Ol 

.012 

3 

.2294 

.259 

'7 

.0452 

.058 

31 

.0089 

.OI 

4 

.2043 

.238 

l8 

.0403 

.049 

32 

.OO79 

.OO9 

5 

.1819 

.22 

'9 

■0359 

.042 

33 

.007 

.008 

6 

.1620. 

.203 

20 

.0319 

•035 

34 

.0063 

.007 

7 

•1443 

.l8 

21 

.0284 

.032 

35 

.0056 

.005 

8 

.1285 

.165 

22 

.0253 

.028 

3<> 

.005 

.004 

9 

.1  I44 

.148 

23 

.0225 

.025 

10 

.1019 

•'.14 

24 

.0201 

.022 

RAILROAD  SPIKES. 

Length  and  Thickness  in  a  Keg  of  130  Pounds. 


Length. 

Thickness. 

Number. 

Length. 

Thickness. 

Number. 

4.} 

Its 

527 

Si 

i 

356 

4  h 

£ 

400 

t\ 

290 

5 

•i 

« 

710 

Si 

a 

219 

5 

7 

TiT 

489 

6 

i 

3" 

5 

1 

•F 

390 

6 

A 

263 

5 

9 

TTT 

296 

6 

1 

197 

5 

1 

258 

SPLICES  AND  BOLTS  FOR  ONE  MILE  OF  TRACK. 


30  feet 

long  take  704  splices, 

1408 

28  “ 

“  754  “ 

1508 

27 

“  782 

1564 

25 

“  844  “ 

1688 

24 

“  880  “ 

1760 

RAILROAD  IRON. 

To  find  the  number  of  tons  of  rails  for  one  mile  of  single 
track,  divide  the  weight  per  yard  by  7  and  multiply  by  11. 
Thus:  for  56  lb.  rail,  56  7—8,  and  8X 1 1=88  tons  per  mile. 


- 


35 


WEIGHT  OF  ROLLED  LEAD,  COPPER,  AND  BRASS.— SHEET  AND  BAR. 

LEAD.  OOPPER. _  j|  BRASS. 


1 


THE  PHCENIX  IRON  COMPANY, 


I 


-  m  w  m  m  tx  * 


1  **  On  iO  m  m  m  N  i/l  h  h  hd  m  it,  **',  n 


CS  5  .  <*>*■•  m  -«f  O'  O  VC  N  NOn^OnQ 

-  b>  C  *-•  N  -TnO  0  "1  N  N  t  O  O  m  T  O  r*.  O'  O  m  *-»cO  O'CO  t>. 

*0  -OOOOOO  —  —  —  Nmmf^ON  —  ('I'fieo  w  ^-00  sc  ^  ^  VO  On  m 

§  g  . h  m  «  m  «  (i  ei  «♦  in  vc  t^oo  on  4 


=  T  TN'OCO  f"  mvO  moo  -  m 

o  .  n  m  m  mco  Nt'.N  mo  OvO  O  moo  Oco- 

“  ~  «  X  N  m  mvO  ON  *■«  ^  *-  * - 


o"  42  0  0  o  o  o  ■ 

g.8,3 . 


On  -  T  C  fON-NO  mvo  CO  —  in  ►»  r^Tj- 
»  m  «’  w  fj  fn fo  4  mvo  oo  6i»  n  4 


0- r  .no  -  vo  n  m  m  o 

^  m  r-  o  t  —  moo  m  m  o  *•»  m  h  oo  m  n  onvo  m  ts  ci  no  c  ♦  o>mN 

O  v  o  "  «  ♦  mvC  CO  On  6  m\G  On  -  t4  dv  w  N  6  mac  4  ON  UD  O  m  4  NO 

cr!*S  HHHxNdfln  mnffitttm  mvo  t-^co  co 


“JT 


g* 

53  e  .  m  n  r^«  jt->o  ^£^o>  m  l 

i 

E  C  O 
3lO  ^ 

O'— 

X  -  I 
t  u 

*■  o  f  m  o  vo  ■-  vo 


Mi-MMNwmm'j-  mvo  t>»  on  0  1 


*“  o  J  0  -  mvo  6v  moo  t  mvo  non  vo  m  -roo  in  Shoo  m 
i;'^^'0  00  00  —  —  Nmmr^ovN  moo  —  m  on  moo  oo  0  n  <©  n  cc 


5  £  *••■}  MMwNNNmm  ^rvo  *>.co  o  **  m  m 

3  «2  ‘  “  “  “  “ 

vm 


>-  O  1 
V  © 

£-••  .  f  omNOO 

.yj  «-»  ^-oo  mi^N-o  -  m  m  m  n  —  o  o»  m  ^  m  n  o  c>.  m  m  —  co  vo  < 


t  5  ^  -  «  ■ 

J=  3 
J  3* 


—  —  —  —  N  N  N 


i  'f  t  t  io  mvo  vo  «>*co  oo  On 


*2  ?  .  -j-  m  ~  m  t>  n  t  -  co  vo  m 

o  c-  c  «  mvo  O'  moo  *roo  tfNm  n  On  *^oo  n  o  n  on  r-* 

-;"“^c.00000--Nmmt>.O'N  mco  -  m  o>  "T  O'  On  0  m  o.  m  o»  p>»no 
S  g  **4 . 4  4  4  n"  NNm  m  -4-vo  t-Lco  o’  4  m  m 


3  -X 

ca  S  .  m  O'  'P-OC  -  f  SO  rnoo  0  _  ^  ^  _ 

o  «.  o  —  «r  t-»  n  SRhCO  O'm-t-r^'f'J-ONP'  Z  f^O  p*  m  r* 
u"  <  0  0  5  C  -  ■  n  m  -^-vO  O'  n  m  O'  m  s  n  co  m  on  «  m  n  -  «  mco 


o  „ 


wHHNCimff)^  TO  O'  -  m  m  t^.  On 


0. ,  'O  NCO  ♦  0 

■s  —  *o  co  t>*  m  t  m  n  0  O'O  m  0  oo  m  n  0"0  m  •«  c  m  on  too  m 
v  u  Tv  4  4iui  so-  m  'roo  n  vd  o>4ino  too  n  vc  onvo  **■  -  o.no  5"  n  o> 

HHx-NflNmm^^^iniAlAvO  r^CO  CO  O'O  -  - 


i  ©  = 


s  =  — 

‘5.s  c 


-  m  •-  m  m  r 


>36 


410  WALNUT  ST.,  PHILADELPHIA. 


WIRE. 


IRON,  STEEL,  COPPER,  BRASS. 

Weight  of  ioo  Feet  in  Pounds.  Birmingham  Wire  Gauge. 


No.  of 

PER  LINEAL  FOOT. 

Gauge. 

Iron. 

Steel. 

Copper. 

Brass. 

oooo 

54.62 

55-13 

62.39 

58-93 

ooo 

47.86 

48.32 

54-67 

51.64 

oo 

38-27 

38.63 

43-71 

41.28 

o 

30.63 

30.92 

34-99 

33-05 

I 

23-85 

24.07 

27.24 

25-73 

2 

21-37 

21-57 

24.41 

23.06 

3 

17.78 

17-94 

20.3 

19.18 

4 

15.OI 

15.15 

17.15 

16.19 

5 

12.82 

12.95 

14.65 

13.84 

6 

IO.92 

I  1.02 

12.47 

11.78 

7 

8.586 

8.667 

9.807 

9.263 

8 

7.214 

7-283 

8.241 

7-783 

9 

5.805 

5-859 

6.63 

6.262 

IO 

4.758 

4.803 

5-435 

5-133 

1 1 

3.816 

3-852 

4-359 

4-ii7 

I  2 

3.148 

3-178 

3-596 

3-397 

13 

2.392 

2.414 

2.732 

2.58 

14 

1.826 

1.843 

2.085 

1.969 

15 

1-374 

1-387 

1-569 

1.482 

l6 

i-”9 

*•*3 

1.279 

1.208 

17 

.8915 

•9 

1.018 

.9618 

18 

-6363 

.6423 

.7268 

.6864 

19 

•4675 

.472 

•534 

•5043 

20 

.3246 

•3277 

•3709 

•3502 

21 

.2714 

.274 

•3i 

.2929 

22 

.2079 

.2098 

•2373 

.2241 

23 

.1656 

.1672 

.1892 

.1788 

24 

.1283 

•  1295 

.1465 

•  1384 

25 

.106 

.107 

.1211 

.1144 

26 

.0859 

.0867 

.0981 

.0926 

27 

.0678 

.0685 

•0775 

.0732 

2S 

.0519 

.0524 

•0593 

.056 

29 

.0448 

.0452 

.051 1 

.0483 

3° 

*0382 

.0385 

.0436 

.0412 

31 

.0265 

.0267 

•0303 

.0286 

32 

.021  5 

.0217 

.0245 

.0231 

33 

.017 

.OI7I 

.0194 

.0183 

34 

.013 

.oi3i 

.0148 

.014 

35 

.0066 

.0067 

.0076 

.0071 

36 

.OO42 

.0043 

.0048 

.0046 

12 


*37 


THE  PHCENIX  IRON  COMPANY, 


IRON  RIVETS. 

WEIGHT  IN  POUNDS  PER  lOO. 


LenglQ 

Under 

DIAMETERS,  INCHES. 

Head, 

Inches. 

f 

* 

1 

1 

i 

I 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

I 

1-895 

4.848 

.966 

16.79 

26.49 

39-3 

55-2 

1 

2.067 

5-235 

10.34 

17.86 

27.99 

41.4 

57-9 

k 

2.238 

5.616 

I  I.04 

18.96 

29.61 

43-5 

60.7 

i 

2.410 

6.003 

ii-73 

20.03 

3113 

45-6 

63-4 

1 

2.582 

6.402 

12.43 

2!. 04 

32.74 

47-8 

66.2 

| 

2-754 

6.789 

13.12 

22.1  I 

34-25 

49-9 

68.9 

| 

2.926 

7-179 

ij-8i 

23.21 

35-86 

52.0 

7i-7 

1 

3.098 

7.566 

14.50 

24.28 

37-37 

54-1 

74-4 

2 

3.269 

7-956 

1519 

25.48 

38.99 

56.3 

77.2 

i 

3-441 

8-343 

15.88 

26.56 

40.40 

58.4 

79-9 

I 

3-6i3 

8-733 

'6-57 

27.65 

42.1  I 

60.5 

82.7 

I 

3-785 

9.120 

17.26 

28.73 

43-67 

62.6 

85-4 

3-957 

9.511 

17-95 

29.82 

45-24 

64.8 

88.2 

| 

4.129 

9.898 

18.64 

30.90 

46.80 

66.9 

90.9 

i 

4-301 

10.29 

•9-33 

31-99 

48.36 

69.0 

93-7 

i 

4-473 

10.67 

20.02 

33-08 

49.92 

71-1 

96.4 

3 

4.644 

11.06 

20.71 

34- 1 8 

51-49 

73-3 

99.2 

4.816 

H-44 

2I.4O 

35-27 

53-05 

75-4 

101 .9 

* 

4.9^ 

11.84 

22.09 

36.35 

54-6i 

77-5 

104.7 

1 

5.160 

12.23 

22.78 

37-44 

56.17 

79-6 

107.4 

i 

5-332 

12.62 

23-48 

38.52 

57-74 

81.8 

I  10.2 

1 

5-504 

13.01 

24.17 

39.60 

59-30 

83-9 

I  I2.9 

t 

5.676 

•3-39 

24.86 

40.69 

60.86 

86.0 

116.7 

l 

5.848 

13-78 

25-55 

41.78 

62.42 

88.1 

119-4 

4 

6.019 

14.17 

26.24 

42.87 

63-99 

90.3 

I  2 1 .2 

i 

6.191 

14-56 

26.93 

43-94 

65-55 

92.4 

123.9 

* 

6-363 

14-95 

27.62 

45-01 

67.1 1 

94-5 

126.6 

IOO 

Heads. 

•519 

i-74 

4.14 

8.10 

>3-99 

i2.27 

33-15 

Length  of  rivet  required  to  make  one  head  =  ij  diameters 
of  round  bar. 


38 


410  WALNUT  ST.,  PHILADELPHIA. 


NAILS  AND  SPIKES. 

Size,  Length,  and  Number  to  the  Pound. 

CUMBERLAND  NAIL  AND  IRON  CO. 


ORDINARY. 

Size.  1  Length.  No.  to  Lb. 


4 

3 

4 

5 

6 

7 

8 
io 
12 
20 
30 

40 

5° 

60 


I  o 

I  | 

T  0 


3i 
3} 
4i 
4 1 
5 

5* 


716 
588 
448 
336 
216 
166 
1 18 

94 

72 

5° 

32 

20 

17 

14 

10 


LIGHT. 


1  s  373 
if  272 

2  196 


BRADS. 


CLINCH. 


FINISHING. 


Length. 

Ho.  to  Lb. 

2 

>S2 

2k 

>33 

2j 

92 

oQ- 

“4 

72 

3 

60 

3V 

43 

FENCE. 

2 

96 

2I 

66 

2  2 

56 

2f 

5° 

3 

40 

SPIKES. 

3-V 

19 

4 

*5 

4* 

•3 

5 

IO 

5 1 

9 

6 

7 

BOAT. 

>2 

206 

Size. 

Length. 

No.  to  lb. 

4d 

i  a 

1 4 

384 

5 

>i 

256 

6 

2 

204 

8 

2i 

102 

IO 

3 

80 

I  2 

3t 

65 

20 

3i 

46 

CORE. 

6d 

2 

143 

8 

68 

IO 

2J 

60 

12 

3* 

42 

20 

3l 

25 

30 

4:1 

18 

40 

4f 

14 

W  H 

2£ 

69 

WHL 

2f 

72 

SLATE. 

T5 


288 

1  rV  2  44 
if  i  187 

2  146 


TACKS. 


Number  ' 

Number 

! 

Number 

Size. 

"So 

to 

Size. 

bo 

to 

Size. 

b£ 

to 

Pound. 

5 

Pound. 

►J 

Pound. 

I  oz. 

i 

16000 

4  oz. 

TIT 

4000 

14  OZ. 

1  3 
TA 

1143 

a 

3 

10066 

6 

t9t 

2666 

16 

£ 

IOOO 

2 

i 

8000  i 

8 

1 

2000 

18 

1 5 
TIT 

888 

2i 

TS 

6400  j 

IO 

1 1 

TJ 

1600 

20 

800 

3 

V 

53331 

12 

a 

4 

>333 

22 

1  TtT 

727 

I 


>39 


THE  PHCENIX  IRON  COMPANY, 


UNITED  STATES  STANDARD  SIZES 

SQUARE  AND  HEXAGON  NUTS. 

Number  of  each  size  in  lOO  Lbs. 

BLANK  NUTS-NOT  TAPPED. 


- - 

- T 

— 

— 

SIZE  OF  NUT. 

SQUARE. 

HEXAGON. 

Sis© 

of 

Bolt. 

Width. 

Thick- 

Bo.  in 

Weight 

No.  in 

Weight 

ness.  | 

100  Lbs. 

each  in  Lbs. 

100  Lbs. 

each  in  Lbs. 

1 

4 

i 

7400 

•013 

8880 

.OI I 

tV 

it 

TS  j 

4000 

.025 

4800 

.020 

1 

is 

I 

2730 

.036 

3276 

.030 

A 

ft 

16  ! 

1700 

.058 

2040 

.050 

i 

s 

i 

1 160 

.086 

1392 

.071 

TS 

§i 

A 

900 

.III 

1080 

.092 

i 

'r's 

1 

653 

•153 

784 

.127 

f 

iJ 

* 

386 

.259 

463 

.215 

i 

It7s 

i 

260 

■384 

3'2 

.320 

1 

if 

I 

170 

.588 

204 

.490 

iff 

ij 

122 

819 

146 

.684 

2 

>i 

90 

I.I  I  I 

108 

.925 

•§ 

2t3s 

if 

69 

I.44 

83 

1.20 

2f 

•i 

54 

1-85 

65 

1-53 

•I 

2A 

H 

43 

2.32 

52 

1.92 

2i 

if 

35 

285 

42 

2.38 

Is 

2it 

29 

3  44 

35 

2.85 

2 

3i 

2 

24 

4.16 

1  30 

3-33 

2i 

3A 

2f 

20 

5.00 

26 

3-84 

2i 

3i 

2i 

17 

5.88 

22 

4-54 

2| 

3ts 

2f 

14 

7-14 

19 

5.26 

2i 

3i 

2i 

12 

8-33 

l6 

6  25 

2j 

4i 

2f 

IO 

10.00 

13 

7.69 

3 

4t 

3 

8 

12.50 

IO 

10.00 

140 


410  WALNUT  ST.,  PHILADELPHIA 


BOLTS. 

WITH  SQUARE  HEADS  AND  NUTS. 

Weight  of  lOO  of  the  Enumerated  Sizes. 


Lengths. 

!4  in. 

%in- 

J4in. 

%  in. 

%in. 

%in. 

i  in. 

ij^in. 

Inch. 

''A 

4.l6 

TO. 62 

23.87 

39  3' 

4.22 

11.72 

25.06 

41.38 

2 

4-75 

12.38 

26.44 

45  69 

73.62 

*'A 

5  34 

12  90 

28  62 

49.50 

76. 

5-97 

14.69 

29.5O 

5I-25 

79-75 

2% 

6.50 

16.47 

31  16 

53- 

83. 

3, 

17  87 

32-44 

56. 

85.38 

127.25 

3  'A 

18.94 

39-75 

63 12 

93-44 

I4O.56 

4 

20  59 

42.50 

7487 

108. 12 

148.37 

228. 

296. 

*'A 

21.69 

44.87 

79.02 

II3  12 

I58.76 

239- 

310. 

5 

23.62 

48.81 

83- 

122. 

167.25 

250. 

324- 

5  'A 

25  8l 

51-38 

87.88 

128.62 

174.88 

26l. 

338. 

6 

26  87 

53-31 

92.38 

131-75 

204.25 

272. 

352. 

6'A 

56.87 

96  88 

139.56 

214.69 

283. 

366. 

7 

59-12 

99  87 

145-50 

228.44 

294. 

370. 

-'A 

61.87 

105  75 

150.88 

235  31 

3°5- 

384- 

2 

<74  44 

IC9.5O 

15712 

239  88 

316. 

398. 

9 

70  50 

I  l8.I2 

169.62 

258.12 

^38- 

426. 

IO 

77- 

128  13 

184. 

276. 18 

360. 

454- 

ii 

82.88 

136.19 

195-I3 

295.69 

38*- 

482. 

12 

86.37 

144.87 

209-75 

311-94 

404 

510. 

'3 

92. 

155-50 

219.37 

335  81 

426. 

538. 

14 

97-75 

163  58 

237-50 

351.88 

448. 

5(56. 

15 

103.25 

170  75 

249.06 

39' -75 

470. 

594- 

STANDARD  SIZES  OF  WASHERS. 

Number  in  lOO  Pounds. 


Diameter. 

Size  of  Hole. 

Thickness 
■Wire  Gauge. 

Size  of  Bolt. 

Kumber  in  100  lbs. 

Inch. 

Inch. 

A  0. 

Inch. 

1 

* 

16 

\ 

29300 

3 

T 

k 

16 

5 

T  * 

18000 

I 

tV 

h 

t 

7600 

0 

9 

1 1 

i 

3300 

ij 

l 

1 1 

9 

2180 

4 

1 1 

1 1 

2350 

1  3 

IS 

1 1 

1 

4 

1680 

2 

3  1 

fz 

IO 

i 

I  140 

2\ 

I  J 

8 

1 

?8o 

2\ 

0 

8 

ii 

470 

3 

if 

7 

360 

3 

U 

6 

if 

360 

THE  PHCENIX  IRON  COMPANY 


2  2 
3  3 


cc 

UJ 

t- 

< 


Ou  0. 
O  o 
3  3 
£  £ 
■0  v 
>>  >. 
1 1 

f"  £ 

O  o 
C  C 

2  2 

3  * 

a-  t 
&& 
a  | 

O  O 
o  o 
ro  to 

o  0 

n 

>  > 

2  2 

e.  a 

ii 

V  V 

O  3  a 
£  OJ 


t- 

x 

o 

X 

o 

OS 


cc 

o 

GO 

o 

s' 

< 

UJ 

h- 

GO 

CC 

o 

u- 

GO~ 

UJ 

00 

X 

£- 

Q 

UJ 

o 

_J 

UJ 

£ 


■o 
c 
a 

£  £ 
o  o 

E  E 


o 

o 

a 

x 

w 

u 

% 

H 

iri 

x 

X 

o 

s 


i 

N 

i 7> 

a 

x 

< 

Q 

Z 

< 

65 


o 

w 

£ 

e 

< 

i- 


111 

N  ~  ~  ~  e-  „  « 

Weight 
per  Foot  of 
length. 

3  ?  HI «  FHI  £  s  si  HI:  2.1s  ~ 

n  ^ ^  0  joo  0 

Length  of  Pipe 

I  containing 

1  Cubic  Foot 

<  ®'S5,S,8'8>R.8'85 

sH£H:s'§'g-?-“2'r:CT't;'r^””“ 

N  - 

Jj 

|?rHl 

4  -  ">«  -e-o  »«  «?♦♦«»  Rg, 

Internal 

Area. 

|  It'll,  lid?  £  rsIsr  ?ll! 

-S  -  «  S>2“5<8,S,2:'R. 

fij 

m 

UBlHioBvsizZnUzz 

^  ChMfllMei  ?i  oi  -  « 

m 

m 

>  -  s.?  rill.  £1  s  ir  ?  11  r?  iFt;  H 

it,  -I  O  tCOCt^MHMH 

II! 

->  —  N  n  ro  \r.  i/-,  fs.  0  m  -r  ir.  n  0  f,  n  q  rn 

in 

4  •“»ssr??ss« a 

Thick- 

Im??2*r5f  ssSSSSft&H 

HI 

4 1  sl^  ?  £s  0.  S,1  „  „  'al’ll’l  sj 

^  to  no  r^co  0  C 

Actual 

Inside 

Diameter. 

4  H  1 1  IKi  ff  111  1 H  si  g  r: 

i| 

4^^^  2C  ^  ^ 

-d  IO»0  t^OO  O  O 

142 


External  Diameter. 


410  WALNUT  ST.,  PHILADELPHIA. 


LAP  WELDED 

'  AMERICAN  CHARCOAL  IRON  BOILER  TUBES. 


Tables  of  Standard  Sizes. 


In.  In. 

1  !  0.856 

1. 106 

>'/o  1.334 

1-560 

2  I  I.804 

2l/£  2-054 

2.283 
*'A  2-533 

3  :  2-783 

;i'/l  3-T 

3>l  3  512  ! 

4  I  3-741 

4.241 

5  ,  4-72 

6  I  5.699 
6.657 
7.636 
8.615 
9-573 


s 

J 

E-* 

External 

Circumference. 

Internal 

Circumference. 

Length  Pipe  per  □  ; 
Ft.,  Inside  Surface. 

Length  Pipe  per  □  ! 

Ft.,  Outside  Surface. ! 

.1: 

Internal  Area. 

1  II 

In. 

In. 

In. 

Ft. 

Ft. 

In. 

0.072 

3-I42 

2.689 

4.460 

3-8t9 

0-575 

0.072 

3-927 

3  474 

3-455 

3056 

O.960 

O.O83 

4.712 

4.191 

2.863 

2-547 

1  396 

0.095 

5-498 

4  9QI 

2.448 

2.l83 

I.9II 

O.O98 

6.283 

5.667 

2. 1 18 

!-9°9 

2.556 

O  O98 

7.069 

6.484 

1.850 

I.698 

3-314 

0.109 

7-854 

7-172 

1673 

1.528 

4.094 

O.IO9 

8.639 

7-957 

1.508 

1-39° 

5-039 

O.IO9 

9-425 

8 -743 

1-373 

i-273 

6.083 

0.1 19 

10.210 

9.462 

1.268 

i-i75 

7.125 

0.119 

10.995 

IO.248 

1-171 

1. 091 

8-357 

0.119 

II.781 

11.033 

1.088 

1. 018 

9.687 

0.130 

I2.566 

u-753 

1.023 

0-955 

IO.992 

0.130 

14-137 

13-323 

0.901 

0.849 

14.126 

0.140 

15.708 

14.818 

0.809 

0.764 

17-497 

0.151 

18.849 

17.904 

0  670 

0.637 

25-509 

0.172 

21  .qqi 

20.914 

o-574 

0-545 

34-805 

0.182 

25.132 

23.989 

0.500 

0.478 

45-795 

0.193 

28.274 

27-055 

0.444 

0.424 

58.291 

0.214 

31.416 

30.074 

o-399 

0.382 

71-975 

0.785 

I  .227 

I.767 

2.405 

3  J42 
3-976 


0.708 

0.9 

1.250 

T.665 

1  981 

2.238 


4.909  2.755 

5.940  3.045 

7.069 1  3.333 
8.296  3.Q58 

9.621  4.272 

11.045  4  59° 

12.566  5.320 

15.904  6.010 

!9-635  7.226 

28.274  9-340 
38.484  12  435 
50.265  15.109 
63.617  18.002 
78.540  22  19 


WROUGHT-IRON  WELDED  TUBES. 


Extra  Strong. 


Hominal 

Diameter. 

Actual 

Outside 

Diameter. 

Thickness, 
Eitra  Strong 

Thickness, 
Double  Extra 
Strong. 

Actual  Inside 
Diameter, 
Extra  Strong. 

Actual  Inside 
Diameter, 
Double  Extra 
Strong. 

y9 

.405 

.IOO 

-205 

•54 

.123 

•294 

% 

•675 

.127 

.421 

k 

.84 

•149 

.298 

•542 

•  244 

% 

1.05 

•  157 

•314 

•736 

.422 

1 

i-3i5 

.182 

■364 

•95i 

.587 

1.66 

■  194 

.388 

1.272 

.884 

1.9 

.203 

.406 

1.494 

1 .088 

2 

2-375 

.221 

•442 

1-933 

1-491 

2'A 

2-875 

.2C 

.560 

2-315 

1-755 

3 

•3°4 

.608 

2.892 

2.284 

3'A 

4- 

.321 

.642 

3-358 

2.7l6 

4 

4-5 

•341 

.682 

3.818 

3-i3f 

143 


THE  PHCENIX  IRON  COMPANY, 


WINDOW  GLASS. 


Number  of  Lights  per  Box  of  SO  Feet. 


laches. 

No. 

Inches. 

No. 

Inches. 

No. 

Inches. 

No. 

6Y  8 

150 

12X18 

33 

>6X44 

IO 

26X32 

9 

7  X  9 

”5 

20 

30 

18  x  20 

20 

34 

8 

8  X  IO 

9° 

22 

27 

22 

18 

36 

8 

11 

82 

24 

25 

24 

>7 

40 

7 

12 

75 

26 

23 

26 

'5 

42 

7 

>3 

70 

28 

21 

28 

14 

44 

6 

M 

64 

30 

20 

30 

»3 

48 

6 

*5 

60 

32 

18 

32 

13 

50 

() 

16 

55 

34 

T7 

34 

)  2 

54 

5 

9  X 1  * 

72 

13XM 

40 

36 

11 

58 

5 

12 

67 

16 

35 

38 

11 

28X3° 

9 

>3 

62 

18 

3i 

40 

10  1 

32 

8 

M 

57 

20 

28 

44 

9 

34 

8 

15 

53 

22 

25 

M 

0 

X 

l6 

36 

7 

16 

50 

24 

23 

24 

15 

38 

7 

*7 

47 

26 

21 

26 

M 

40 

6 

18 

44 

28 

19 

28 

13 

44 

6 

20 

40 

3° 

18 

30 

12 

46 

6 

JOX  '2 

60 

14X16 

32 

32 

II 

50 

5 

>3 

55 

18 

29 

34 

1 1 

52 

5 

*4 

52 

20 

26 

36 

IO 

56 

4 

15 

48 

22 

23 

38 

9 

30X36 

7 

16 

45 

24 

22 

40 

9 

40 

6 

*7 

42 

26 

20 

44 

8 

42 

6 

>8 

40 

28 

18 

46 

8 

44 

5 

20 

36 

30 

17 

48 

8 

46 

5 

22 

33 

32 

l6 

50 

7 

48 

5 

24 

30 

34 

1 5 

60 

6 

50 

5 

26 

28 

36 

14 

22X24 

14 

54 

4 

28 

26 

40 

>3 

26 

'3 

56 

4 

30 

24 

44 

1 1 

28 

12 

60 

4 

3* 

22 

15  X  >8 

27 

3° 

1  I 

32X42 

5 

21 

20 

24 

32 

IO 

44 

5 

»i  X  >3 

5o 

22 

22 

34 

IO 

46 

5 

14 

47 

24 

20 

3® 

9 

48 

5 

*5 

44 

26 

18 

38 

9 

50 

4 

16 

4i 

28 

17 

40 

8 

54 

4 

>7 

39 

30 

16 

44 

8 

56 

4 

■8 

36 

32 

>5 

46 

7 

60 

4 

20 

33 

i6X'8 

25 

5° 

7 

34X40 

5 

22 

3° 

20 

23 

24X28 

1 1 

44 

5 

24 

27 

22 

20 

3° 

10 

46 

5 

26 

25 

24 

*9 

32 

9 

50 

4 

28 

23 

26 

17 

36 

8 

52 

4 

3° 

21 

28 

16 

40 

8 

56 

4 

32 

20 

30 

15 

44 

7 

36X44 

5 

34 

'9 

32 

M 

46 

7 

5° 

4 

«Xm 

43 

34 

13 

48 

6 

56 

4 

15 

40 

36 

12 

5° 

6 

6o 

3 

l6 

38 

38 

12 

54 

5 

64 

3 

17 

35 

40 

11 

56 

5 

40X60 

3 

144 


. 


4 


410  WALNUT  ST.,  PHILADELPHIA. 


SKYLIGHT  AND  FLOOR  GLASS. 

Weight  per  Cubic  Foot,  136  Pounds. 


WEIGHT  PER  SQUARE  FOOT. 


Thickness . 

i  \  *  i  I  1  ! 

1  A  .  3.  I 

1  inch. 

Weight .  . 

1.62;  2.43  3.25  4.8S 

6.50  8.13  9.75 

13  lbs. 

FLAGGING. 

Weight  per  Cubic  Foot,  168  Pounds. 


WEIGHT  PER  SQUARE  FOOT. 


Thickness  . 

1234 

5 

6 

7 

8  inch. 

Weight .  . 

14  2S  42  56 

7° 

84 

98 

1 12  lbs. 

CAPACITY  OF  CISTERN. 

In  Gallons,  for  each  Foot  in  Depth. 


Diameter,  in  Feet. 

Gallons. 

Diameter,  in  Feet. 

Gallons. 

2. 

23-5 

9- 

475-87 

2-5 

367 

9-5 

553-67 

3- 

52-9 

10. 

587  5 

3*5 

7 1  -96 

II. 

710.9 

4- 

94.02 

12. 

846.4 

4-5 

119. 

13- 

9929 

5- 

146.8 

14. 

1151-5 

5-5 

177-7 

is- 

1321-9 

6. 

21 1.6 

20. 

2350-0 

6-5 

248.22 

25- 

3570.7 

7- 

287.84 

30. 

5287.7 

7-5 

33°-4S 

35- 

7189. 

8. 

376. 

40. 

9367.2 

8.5 

424.44 

45- 

11893.2 

The  American  standard  gallon  contains  231  cubic  inches, 
or  8J  pounds  of  pure  water.  A  cubic  foot  contains  62.3 
pounds  of  water,  or  7.48  gallons.  Pressure  per  square  inch 
is  equal  to  the  depth  or  head  in  feet  multiplied  by  .433. 
Each  27.72  inches  of  depth  gives  a  pressure  of  one  pound 
to  the  square  inch. 


145 


THE  PHCENIX  IRON  COMPANY, 


ROOFING  SLATE. 

General  Rule  for  the  Computation  of  Slate. 

From  the  length  of  the  slate  take  three  inches,  or  as 
many  as  the  third  covers  the  first ;  divide  the  remainder  by 
2,  and  multiply  the  quotient  by  the  width  of  the  slate,  and 
the  product  will  be  the  number  of  square  inches  in  a  single 
slate.  Divide  the  number  of  square  inches  thus  procured  by 
144,  the  number  of  square  inches  in  a  square  foot,  and  the 
quotient  will  be  the  number  of  feet  and  inches  required. 
A  square  of  slate  is  what  will  cover  100  square  feet,  when 
laid  upon  the  roof. 

Weight  per  Cubic  Foot,  174  Pounds. 


WEIGHT  PER  SQUIRE  FOOT. 

Thickness . 

1 

* 

l  1 

*|*| 

*  I 

I  inch. 

Weight .  . 

1. 8l 

2.71 

3  62  1 5-43 

7.25  9.06 

— 

00 

o' 

14.5  lbs. 

TABLE  OF  SIZES  AND  NUMBER  OF  SLATE 


In  One  Square. 


Site, 

in  Inches. 

No.  of  Slate 
in  Square. 

Site, 

in  Inches. 

No.  of  Slate 
in  Square. 

Size, 

in  Inches. 

No.  of  Slate 
in  Square. 

ON 

X 

12 

533 

8X  16 

277 

12  x  20 

hi 

7 

12 

457 

9 

l6 

246 

14 

20 

I  2 1 

8 

12 

4CO 

IO 

l6 

221 

1 1 

22 

•37 

9 

12 

355 

12 

l6 

184 

12 

22 

126 

IO 

12 

320 

9 

18 

213 

14 

22 

108 

12 

12 

266 

IO 

18 

I92 

12 

24 

114 

7 

14 

374 

I  I 

18 

174 

14 

24 

98 

8 

14 

327 

12 

18 

l6o 

l6 

24 

86 

9 

14 

291 

14 

18 

137 

14 

26 

89 

IO 

14 

201 

IO 

20 

169 

16 

26 

78 

12 

.4 

218 

II 

20 

154 

146 


410  WALNUT  ST.,  PHILADELPHIA. 


SPECIFIC  GRAVITY 

AND 

WEIGHTS  OF  VARIOUS  SUBSTANCES. 


Name  of  Substance. 

WEIGHTS. 

Specific 

Per  Cubic 
Foot. 

Per  0  Foot, 

1  In.  Thick. 

Per  Cubic 
Inch. 

Gravity. 

Water,  Pure  .  .  . 

62.3 

5  - 1 9 

.036 

I. OOO 

Water,  Sea  .  . 

64  -3 

5-36 

•037 

1.028 

Wrought  Iron 

480 

40.00 

.277 

7.70 

Cast  Iron  .... 

45° 

37-50 

.260 

7.20 

Steel  . 

490 

40.84 

.283 

7.84 

Lead . 

710 

59- 1 6 

.410 

II.36 

Copper,  Rolled  . 

548 

45.66 

•3 1 7 

8.80 

Brass,  Rolled 

524 

43.66 

.302 

8.40 

Sand . 

98 

8.23 

•057 

i-57 

Clay . 

120 

10.00 

.069 

1.92 

Brickwork,  Common 

120 

10.00 

.069 

1.92 

“  Close  Joints 

140 

1 1.66 

.081 

2.24 

Limestone 

168 

18.00 

.124 

2.68 

Glass . 

156 

13.00 

.090 

2.49 

Pine,  White  .  .  . 

3° 

2.50 

.017 

.48 

Pine,  Yellow  . 

35 

2.91 

.019 

.56 

Hemlock  .... 

25 

2.08 

.015 

.40 

Maple . 

49 

4.0s 

.02S 

.78 

Oak,  White 

So 

4. 16 

.030 

.80 

Walnut  .... 

4i 

3-41 

.023 

•65 

_ 

*47 

THE  PHCENIX  IRON  COMPANY, 


PROPERTIES  OF  CIRCLES. 


B  D  =  h  —  R  (i — cos.  a) 
i  c 

Sm-a=R 


(i.)  Given,  chord  ADC  and  vers,  sine  or  rise  B  D,  to 
find  radius, 

ADC  A  D2-+-  B  D*  „  ,, 

- =  AD  or  D  C  .'. - fr-yr - =  B  E 

2  2  B  D 


K  — 


4  h-’ 


8  h 


( 2.)  Given,  chord  ADC  and  radius  It  E,  to  find  rise  B  D, 

B  E  —  v/B  E*— A  D2  =  BD 

j  c2 
h  =  R— \  R2 - 

(3.)  Given,  the  radius  and  rise,  to  find  the  chord  ADC, 
A  I  >  v7 1 !  H- —  B  E—  BD)> 

Chord  ADC  =  2  A D  =  2  \/B'  E2—  ( B  E  —  BD)1 
C  =r  2  \/ 2  h  R  — ^h2 


148 


410  WALNUT  ST.,  PHILADELPHIA. 


(4.I  Given,  the  chord  of  an  arc  and  the  chord  of  hall  the 
arc,  to  find  the  length  of  the  arc, 


A  B- 


—  -  P-—  =  arc  ABC  (very  nearly). 


(5.)  To  find  the  number  of  degrees  in  the  arc  of  a  circle, 
when  the  diameter,  or  radius,  and  the  length  of  the  arc  are 
given, 

Arc  ABC 


it  X  diameter 


X  360°=  degrees  in  arc  ABC 


(6.)  Length  of  an  arc  of  one  degree  =  R  X  .01 74533 

Length  of  an  arc  of  one  minute  =  R  X  .0002909 

Length  of  an  arc  of  one  second  ==  R  X  .0000048 

Example. — Let  radius  =100  feet,  and  the  angle  of  the 

arc  be  90°.  What  is  the  length  of  the  arc  ? 

100  X -0174533  X  9°0=I57-o8  feet. 


MENSURATION  OF  SURFACES. 

Area  of  circle  —Diameter2  X  -7854 

Area  of  ellipse  =  Transv.  axis  X  conjug.  axis  X -7854 

Area  of  sector  of  circle  =  Arc  X  $  radius 

Area  of  parabola  =  Base  X  §  height 

Surface  of  sphere  =  Diameter2  X  3-I41^ 


MENSURATION  OF  SOLIDS. 

Cylinder  =  Area  of  one  end  X  length 

Sphere  =  Diameter3  X  .5236 

Cone,  or  pyramid  =  Area  of  base  X  i  height 

Any  prismoid  =  Sum  of  areas  of  the  two  parallel  sur¬ 

faces  -|-  4  times  the  area  of  a  mid¬ 
way  section  X  length,  and  the  total 
product  divided  hy  6. 


13 


149 


I 


THE  PHCENIX  IRON  COMPANY, 


PROPERTIES  OF  TRIANGLES. 


In  right-angled  triangles 

hypoth.2  =  base2  -f-  perpend.2 

base2  =  (hyp.  +  perp.)  X  (hyp.— perp.) 

perp.2  =  (hyp.  -f-  base)  X  (hyp.— base) 


VALUE  OF  ANY  SIDE  A. 


A 


B  sin. a 


A  — 


C  sin. a 


Sin.  b  '*  Sin.  c 

A  =  v/  B2  -j-  C2  —  2  B  C  cos.  a 
B 


A  = 


cos.  c  -f-  sin.  c  cot.  a 

C 


A  = 


cos.  b  -f-  sin.  b  cot.  a 
A  =  B  cos.  c  B  sin.  c  cot.  b 


Sin.  b  = 


VALUE  OF  ANY  ANGLE 

B  sin.  a 


Sin.  b  = 


B  sin.  a 


Cos.  b : 


A2  4-  C2— B2 


2  A  C 


Sin.  b  —  sin.  ( c  -J-  et). 

Sin.  b  =  sin.  c  cos.  a  -J-  cos.  c  sin.  a. 


ISO 


410  WALNUT  ST.,  PHILADELPHIA. 


TRIGONOMETRICAL  EXPRESSIONS. 


The  diagram  shows  the  different  trigonometrical  expres¬ 
sions  in  terms  of  the  angle  A. 


Complement  of  an  angle  =  its  difference  from  90°. 
Supplement  .  .  .  .  =  its  difference  from  180°. 


TRIGONOMETRICAL  EQUIVALENTS. 


\/  (i — Sin2; 

Cosin.  \/  (1 — Cosin2) 

7 —  Sine. 

Sin  -t-  Tan 

=  Cosin.  !  Cosin  Cotan 

=  Sine. 

Sin  X  Cotan 

=  Cosin.  1  Cotan 

=  Tangent. 

Sine  —7—  Cos 

—  Tangent.  1  Sin 

=  Cosecant. 

Cos  Sine 

=  Cotang.  1  -r-  Cosin 

=  Secant. 

Sin2  -|-  Cos2 

=  Rad2.  1  -i-  Cosecant 

=;  Sine. 

Rad2  -f-  Tan2 

=  Secant2.  1  Secant 

--  Cosin. 

I  Tan 

=  Cotang.  Rad — Cosin 

=  Versin. 

Rad — Sin 

=:  Coversin. 

THE  PHCENIX  IRON  COMPANY, 


USE  OF  TABLE  OF  NATURAL  SINES,  Etc. 


Example  i.  To  find  the  angle  a,  when  A  D  and  B'  D 
are  given,  from  table  of  natural  sines  and  tangents,  p.  153* 


A  D  being  radius,  B'  D  —  tan  a.  Let 


|  A  D  =  20. 
I  B'D  =  10. 


B'  D  10 

Then  ■: — pr  =  —  =  .50000. 
A  D  20  J 


Referring  to  table  we  find  for 

26°,  the  natural  tangent  to  be 
270,  the  natural  tangent  to  be 


•48773 
.50952 

Difference . 02179 


The  angle,  therefore,  is  more  than  26  and  less  than  27 
degrees.  If  greater  accuracy  is  required,  take  the  difference 
between  natural  tangent  of  26°  and  270  as  above,  viz., 
.02179,  and  divide  by  60,  which  will  give  .00036  for  one 
minute.  Now  subtract  from  .50000  the  natural  tangent  for 
26°,  viz.,  .48773,  leaving  01227,  and  divide  the  difference 
by  .00036;  the  quotient  will  be  34  minutes.  The  angle, 
therefore,  is  26°  34'. 

Example  2.  If  A  D  =  20,  and  BD  =  20,  what  will  be 
the  angle  subtended  by  B  D  ? 

B  D  20 

. — =  —  =  1 .0000. 

AD  20 

The  natural  tangent  of  450  is  1. 


152 


410  WALNUT  ST.,  PHILADELPHIA. 


NATURAL  SINES,  Etc. 


Deg. 

Sine. 

Coyer. 

Cosecant 

Tangent 

Cotang. 

Secant. 

Versine. 

Cosine. 

Deg. 

Q 

.OO 

I  .OOOOO 

Infinite- 

•  O 

Infinite. 

I. OOOOO 

.0 

I. OOOOO 

90 

I 

.01745 

.98254  57-2986 

■01745 

57.2899 

1. 00015 

.0601 

.99984 

89 

2 

.034S9 

.965IO 

28.6537 

•O3492 

28.6362 

1 .00060 

.0006 

•99939 

88 

3 

.05233 

.94766 

19.1073 

.05240 

19.0811 

1.00137 

.0013 

.99862 

87 

4 

.06975 

.93024 

>4-3355 

.06992 

14.3006 

1.00244 

.0024 

.99756 

86 

5 

.08715 

.QI284 

**•4737 

.08748 

1 1.4300 

1.00381 

.0038 

.99619 

85 

6 

.10452 

•89547 

9.5667 

.10510 

9  5143 

1.00550 

•0054 

•99452 

84 

7 

.12186 

.87813 

8.2055 

.12278 

8.1443 

1.00750, 

•0074 

•99254 

83 

8 

•139*7 

.86082 

7.18521 

.14054 

7-H53 

1.00982 

.0097 

.  QQ026 

82 

9 

•  *  5643 

.84356 

6.3924 

.15838 

6.3137 

l  .01246 

.0123 

.98768 

8l 

10 

.17364 

•82635 

5.7587 

.17632 

5.6712 

1 .01542 

.0151 

.98480 

80 

1 1 

.  19080 

.80019 

5.2408 

.19438 

5-  *445 

1 .01871 

.0183 

.  .98162 

79 

12 

.20791 

.79208 

4.8097 

•21255 

4  7016 

1.02234 

.0218 

.97814 

78 

13 

.22495 

•77504 

4-4454 

.23o86 

4-33*4 

1.02630 

.0256 

•97437 

77 

M 

.24192 

•  73807, 

4-*335 

.24932 

4.0107 

1.03061 

.0297 

.97029 

76 

15 

.25881 

.74118 

3S637 

.26794 

3.7320 

1  03527 

.0340 

.96592 

75 

16 

.27563 

.72436 

3.6279 

.28674 

3-4874 

1.04029 

.0387 

.96126 

74 

i7 

29237 

.70762 

3-4203 

•30573 

3.2708 

1.04569 

.0436 

.95630 

73 

18 

.3090* 

.69098 

3-2360 

•32491 

3.0776 

1.05146 

.0489 

•95105 

72 

>9 

.32556 

•67443 

3.0715 

•34432 

2.9042 

1.05762 

•0544 

•94551 

7i 

20 

.34202 

•65797 

2.0238 

•36397 

2-7474 

1.06417 

.0603 

.93969 

70 

21 

•35836 

.64163 

2  7904 

.38386 

2.6050 

1 .07114 

.0664 

•93358 

69 

22 

.37460 

.62539 

2.6694 

.  40402 

2.4750 

1.07853 

.0728 

.92718 

68 

23 

•39°73 

.60926 

2-5593 

•42447 

2.3558 

1.08636 

•0794 

Q2050 

67 

24 

.40673 

•59326 

2.4585 

.44522 

2.2460 

I.OQ463 

.0864 

•91354 

66 

2  5 

.42261 

•57738 

2.3662 

.4663O 

2.1445 

1  10337 

.0936 

.90630 

65 

26 

■43837 

.56162 

2.2811 

■48773 

2.0503 

T. II260 

.1012 

.89879 

64 

27 

•45399 

.546oO 

2.2026 

•50952 

1.9626 

1.12232 

.1089 

.89100 

63 

28 

.46947 

•53052 

2.1300 

•53170 

1.8807 

1-I3257 

.1170 

.88294 

62 

29 

.48480 

•5*5*9 

2.0626 

•55430 

1  8040 

i- 14335 

•1253 

.87461 

6l 

30 

.50000 

.50000 

2.0000 

■57735 

1.7320 

I. I 5470 

•1339 

.86602 

60 

31 

I"3i5°3 

.48496 

1.9416 

.60086 

1.6642 

I.16663 

.1428 

.85716 

59 

32 

52991 

.47008 

1.8870 

.62486 

1.6003 

1  I7917 

•1519 

.84804 

58 

33 

•54463 

45536 

1.8360 

.6494O 

1-5398 

1.19236 

.1613 

.83867 

57 

34 

■559I9 

.44080 

1.7882 

■67450 

1.4825 

1 .20621 

.1709 

.82903 

56 

35 

•57357 

.42642 

*  7434 

.70020 

1.4281 

1.22077 

.1808 

.81915 

55 

36 

•58778 

.41221 

1.7013 

.72654  1.3763 

1 .23606 

>9c9 

.80901 

54 

37 

.60181 

.39818 

1 . 66 1 6 

•75355 

1.3270 

1. 25213 

.2013 

■79863 

53 

38 

.61566 

•38433 

1.6242 

.78128 

1.2799 

I.2690I 

.2119 

.78801 

52 

39 

.62932 

.37067 

1.5890 

.80978 

1.2348 

I  .28675 

.2228 

•77714 

5i 

40 

.64278 

•35721 

>•5557 

.83909 

II9*7 

1-30540 

•2339 

.76604 

50 

41 

.65605 

•34394 

1.5242 

.86928 

1-1503 

I. 32501 

2452 

•75470 

49 

42 

.66913 

.33086 

1.4944 

.90040 

1. 1 106 

1-34563 

.2568 

•74314 

48 

43 

.68199 

.31800 

I.4662 

•93251 

1.0723 

1.36732 

.2686 

•73135 

47 

44 

•69465 

•30534 

*•4395 

.96568 

1-0355 

1.39016 

.2806 

•71933 

46 

45 

.70710 

.29289 

1. 4142 

1 .00000 

1. 0000 

1. 41421 

.2928 

.70710 

45 

Cosine. 

Versine. 

Secant. 

Cotang. 

Tangent 

Cosecant. 

Cover. 

Sine. 

>3 


53 


THE  PHCENIX  IRON  COMPANY, 


CIRCUMFERENCES  OF  CIRCLES. 

Advancing  by  Eighths. 


CIRCUMFERENCES. 


Diam. 

b 

■i 

•I 

•1 

.£ 

•1 

3. 

*4 

•T 

0  .0 

.3927 

•7854 

1.178 

1-57° 

1.963 

2.356 

2.748 

•  3*4* 

3-534 

3  927 

4  319 

4.712 

5- *03 

5-497 

5.890 

2  6.283 

6.675 

7.06  i 

7.461 

7.854 

8.246 

8.639 

9.032 

2  9-424 

9.817 

10.21 

10.60 

10.99 

11.38 

11  78 

12.1 7 

4  12  56 

*2-95 

>3-35 

*3-74 

*4*3 

14.52 

14  92 

15.31 

5  >5-7° 

l6.  IO 

16.49 

16.88 

17.27 

17.67 

l8.06 

18.45 

6  18.84 

19.24 

19-63 

20.02 

20.42 

20.81 

21.20 

21.59 

7  21.99 

22.38 

22  77 

23.16 

23.56 

23-95 

24-34 

24-74 

8  25.13 

25  52 

25.91 

26  31 

26.70 

27.09 

27.48 

27  88 

9  28.27 

28.66 

29.05 

29-45 

29  84 

30.23 

30.63 

3*  .02 

10  31.41 

31.80 

32.20 

3259 

32.98 

33-37 

33-77 

34.16 

>■  3455 

34  95 

35  34 

35-73 

36.12 

3652 

3691 

37-30 

12  37.69 

38.09 

38.48 

38.87 

39-27 

39.66 

40.05 

40.44 

13  40.84 

4*  23 

4I.62 

42.01 

42.41 

42.80 

43  *9 

43-58 

■4  43  98 

44  37 

4476 

45.16 

45-55 

45-94 

46.33 

46.73' 

15  47  '2 

47-5* 

47-9° 

48  30 

48.69 

49.08 

49-48 

49.87 

l6  50.26 

50.65 

5*05 

5*  -44 

51  83 

52.22 

52.62 

53-0* 

■7  53-4° 

53-79 

54*9 

54.58 

54  97 

55-37 

55-76 

56.15 

18  56.54 

56.94 

57  33 

57  72 

58.11 

58.51 

58.90 

59.29 

19  59.69 

6o.o8 

60.47 

60.86 

6l  .26 

6I.65 

62.04 

62.43 

20  62.83 

63.22 

63.61 

64.01 

64.4O 

64.79 

65.18 

65. 5s 

21  65.97 

66.36 

66.75 

67.15 

6754 

6793 

68.32 

68.72 

22  69.II 

69.50 

6q.qo 

70.29 

70.68 

71.07 

7*  -47 

71.86 

23  72.25 

72.64 

73  04 

73  43 

73.82 

74-22 

74.61 

75.00 

24  75-39 

75  79 

76.18 

76.57 

76.96 

77.36 

77  75 

78 14 

25  78.54 

78  93 

79  32 

79-7' 

SO.  IO 

80  50 

80.89 

81 .28 

26  81.68 

82.07 

82.46 

82.85 

8325 

83.64 

84.03 

84.43 

27  84.82 

85.21 

85.60 

86.00 

86.39 

86.78 

87.17 

8757 

28  87.96 

88.35 

88.75 

89.14 

89  53 

89.92 

90.32 

90.71 

29  91  10 

9  *-49 

91.89 

92.28 

92.67 

93.06 

93.46 

93  85 

30  94.24 

94.64 

9503 

9542 

9581 

96.21 

96.60 

96.99 

31  97-39 

9778 

98.17 

98  57 

98.96 

99  35 

99-75 

100.14 

32  IOO.53 

100.92 

101.32 

101.71 

102.10 

102.49 

102.89 

103.29 

33  103.67 

104.07 

104  46 

104.85 

105.24 

IO5.64 

106.03 

106.42 

34  106.81 

107.21 

107.60 

107  99 

108.39 

I08.78 

109  17 

109.56 

35  109.96 

no.35 

110.74 

xi*. 13 

***•53 

Ill. 92 

1*2.31 

1 12  71 

36  113.10 

1*3.49 

113.88 

114.28 

114  67 

1I5.06 

**5-45 

ns  85 

37  116.24 

116.63 

1 17.02 

117.42 

117.81 

M8.20 

118.60 

118.99 

38  I  IQ. 38 

■>9  77 

120.17 

120.56 

120.95 

121.34 

121.74 

122.13 

39  *22.52 

122.92 

123.31 

123.70 

124.09 

124.49 

124  88 

125.27 

40  125  66 

I26.C6 

126.45 

126.84 

127.24 

127  63 

128.02 

128.41 

41  128.81 

129  20 

127.59 

12Q.q8 

130.38 

130.77 

131 . 16 

131-55 

42  131.95 

132.34 

*32.73 

133 13 

*33  52 

133.91 

134.30 

*34  70 

43  *35-09 

135.48 

135  87 

136.27 

136.66 

13705 

13745 

137.84 

44 13823 

138.62 

139.02 

139.41 

*39  80 

140.19 

*4°-59 

140.98 

45  *4*-37 

141.76 

142.16 

142.55 

142.94 

143-34 

■43-73 

*44-12 

154 


410 

WALNUT 

ST., 

PHILADELPHIA. 

AREAS 

OF 

CIRCLES 

Advancing  by  Eighths. 

AREAS. 

a' 

2  -O 

« ; 

•4 

•4 

•! 

■ 

•1 

■i 

■l 

o  .o 

.0122 

.04901 

.1104^ 

.1963 

.3068 

.4417 

.6013 

I  .7854 

.9940 

1.227  I 

1 484 

1.767 

2.073 

2.405 

2. 761 

2  3.1416 

3-546 

3970 

4-43° 

4.908 

5-411 

5  939 

6-491 

3;  7.068 

7.669 

8.295 1 

8.946 

9.621 

10.32 

n.04 

11  79 

4  12.56 

13,36 

14.18 

I5-03 

15  9° 

16.80 

17.72 

18.66 

5  19.63 

20.62 

21.64 

22. 6} 

23-75 

24  85 

25.96 

27.10 

6  28.27 

29.46 

30-67 

31-9' 

33  18 

34-47 

35-78  1 

37-12 

7  38  48 

39.87 

41.28 

42.71 

44  17 

45.66 

47  1 7 

48.70 

8  50.26 

51.84 

53-45 

55-o8 

56.74 

58.42 

60  13 

61.86 

65.39 

67.20 

69.02 

70.88 

72.75 

74.66 

76.58 

to  78.54 

80.51 

82.51 

84.54 

86.59 

88  66 

90  76 

92.88 

II  95.03 

97.20 

99.40 

101.6 

103.8 

jo6.i 

108.4 

1 10. 7 

I2I  113.0 

115-4 

117.8 

120.2 

122.7 

125.1 

127.6 

l3  J32-7 

135-2 

137.8 

140.5 

143-1 

145.8 

148.4 

151.2 

14  153-9 

156.6 

159-4 

162.2 

165.1 

167.9 

170.8 

173-7 

I5j  176.7 

179.6 

182.6 

185.6 

188  6 

191  7 

194.8 

197.9 

i6j  201.0 

204.2 

207.3 

210.5 

213.8 

217.0 

220.3 

223.6 

17  226.9 

230.3 

233  7 

237- 1 

240  5 

243.9 

247.4 

250  9 

18  254.4 

258.0 

261.5 

265.1 

268.8 

272.4 

276.1 

279.8 

191  283.5 

287.2 

291.0 

294.8 

298.6 

302.4 

3°6  3 

310.2 

20  314. 1 

318.1 

322.0 

326.0 

33°-o 

3341 

338  * 

342.2 

21  346.3 

35°-4 

354  6 

358.8 

363  0 

367.2 

371-5 

375-8 

22  380.1 

384.4 

388.8 

393-2 

397.6 

402.0 

406.4 

4IO.9 

23  4I5-4 

420.0 

424-5 

429.1 

433-7 

4383 

443  ° 

447.6 

24  452-3 

457-1 

46l.8 

466.6 

47x-4 

476.2 

48I.I 

485.9 

25;  490.8 

495-7 

500.7 

505-7 

510.7 

5I5-7 

520.7 

525  8 

26  53O.9 

536.0 

5411 

546.3 

55i-5 

556.7 

562.0 

567.2 

27  572.5 

577-8 

583.2 

588.5 

593-9 

399  3 

604.8 

610.2 

28  6l5.7 

021.2 

626.7 

1 632.3 

637  9 

643  5 

649.1 

654.8 

29  660.5 

666.2 

671.9 

677.7 

683  4 

689  2 

695.1 

700.9 

30  706.8 

712.7 

7l8.6 

724.6 

730.6 

736  6 

742  6 

748.6 

31  754-8 

760.9 

767.0 

7731 

779-3 

785-5 

79i-7 

798.0 

32  804.3 

810.6 

816.9 

i  823  2 

829.6 

836.O 

842.4 

848.8 

33  855.3 

861.8 

868.3 

1 874.9 

88l.4 

888.0 

894.6 

9ox-3 

34  9°7  9 

;  9x4-7 

92I-3 

1 928.1 

934.8 

941.6 

948.4 

1  955-3 

35  9621 

969.0 

975-9 

!  982.8 

989.8 

996. 8 

IOO3.8 

1010.8 

36  1017. 9 

[1025.0 

I  1032. I 

ll04Q.2 

j 1046.3 

1053  5 

1060.7 

1068.0 

37  1075.2 

1082.5 

j io8q . 8 

1097. 1 

1 1104. 5 

hi  1 .8 

I 1 19.2 

1 126.7 

38  1134.1 

1141.6 

1149. 1 

1156.6 

1164.2 

1171  7 

1179-3 

1186.9 

39  1194.6 

1202.3 

1210. 0 

1217. 7 

1 1225.4 

1233-2 

1241. 0 

1248.8 

40  1256.6 

1264.5 

1272.4 

1280.3 

'  1288.2 

1296.2 

1304.2 

1312.2 

41  i32°-3 

1328  3 

*336.4 

1 

1344-5 

1352-7 

1360  8 

1369.0 

1377-2 

42  1385.4 

4393.7 

1402.0 

1410.3 

| 1418  6 

1427.0 

1435-4 

!  1443-8 

43  1452.2 

1460.7 

1469 1 

1477.6 

1486.2 

M94  7 

15033 

I5I1-9 

44  1520.5 

1529.2 

1537-9 

1546.6 

1555  3 

1564  0 

1572.8 

1581.6 

45  I59°-4 

1*599-3 

160S.2 

1617  0 

1626  0 

1634. q 

16439 

1652.9 

■ 


*55 


THE  PHCENIX  IRON  COMPANY, 


SURVEYING  MEASURE. 


(LINEAL.) 


Inches. 

Feet. 

Yards. 

Chains. 

Mile. 

I. 

=  -0833 

=  .0278 

=  .00126  == 

.OOOOI 58 

12. 

I. 

•333 

•01515 

.000189 

36. 

3- 

1. 

.04545 

.000568 

792. 

66. 

22. 

1. 

.0125 

63360. 

5280. 

1760. 

80. 

I. 

One  knot  or  geographical  mile  =  6086.07  feet  —  1855.1 ! 
metres  =  1.1526  statute  mile. 

One  admiralty  knot  =  L1515  statute  miles  =  6080  feet. 


LONG  MEASURE. 


Inches.  Feet. 

Yards.  Poles. 

Furl. 

Mile. 

1.  =  .083  = 

02778  =  .005  ; 

-  .000126 

= .0000158 

12.  1. 

333  .0606 

.00151 

.0001894 

36.  3- 

I 

.182 

.00454 

.000568 

198.  16^. 

S'/z 

I. 

.025 

.00J125 

7920.  660. 

220 

40. 

I. 

.125 

63360.  5280. 

1760 

320. 

8. 

I. 

A  palm  =  3 

inches 

A  hand  — 

=  4  inches. 

A  span  =  9 

inches 

A  cable’s 

length  = 

20  fathoms. 

FRENCH  LONG  MEASURE. 


Inches. 

Feet. 

Yards.  Miles. 

Millimetre . 

•03937 

•0033 

Centimetre.... 

•39368 

.0328 

Decimetre . 

3-9368 

.3280 

•10936, 

Metre . 

39368 

3.2807 

1 09357 

Decametre.... 

393-68 

32.807 

109357 

Hectometre... 

328.07 

109.357  .062134 

Kilometre . 

3280.7 

1093-57  -621346 

Myriametre... 

32807. 

10935.7  6.213466 

156 


410  WALNUT  ST.,  PHILADELPHIA. 

SQUARE  MEASURE. 


Inches. 

Feet.  Yards. 

Perches. 

Acre. 

I. 

=  .00694  =  .000772: 

=  0000255: 

0 

0 

0 

I44. 

1.  .hi 

.00367 

.000023 

1296. 

9.  1. 

•0331 

.0002066 

39204. 

272  fa.  3° fa- 

I. 

00625 

6272640. 

43560.  4840.  160. 

I. 

100  square  feet  =  1 

square. 

10  square  chains  — .  1 

acre. 

I  chain  wide 
I  hectare 

I  square  mile 


Acres 


=  8  acres  per  mile. 

=  2.471 143  acres. 

=  27,878,400  square  feet. 
=  3,0 97,600  square  yards. 
=  640  acres. 

=  square  miles. 


x  .0015625 
Square  yard  X  .000000323  =  square  miles. 

Acres  X  4840  =  square  yards. 

Square  yards  X  .0002066  =  acres. 

A  section  of  land  is  1  mile  square,  and  contains  640  acres. 
A  square  acre  is  208.7 1  ft.  at  each  side  ;  or,  220  X  !98  ft- 
A  square  fa,  acre  is  147.58  ft.  at  each  side ;  or,  1 10  X  I98  ft- 
A  square  fa  acre  is  104.355  ft.  at  each  side  ;  or,  55  X  >98  ft- 
A  circular  acre  is  235.504  ft.  in  diameter. 

A  circular  fa  acre  is  166.527  ft.  in  diameter. 

A  circular  fa  acre  is  1 17.752  ft.  in  diameter. 


FRENCH  SQUARE  MEASURE. 


Square. 

Square  Inches. 

Square  Feet. 

Square  Yards. 

Millimetre . 

Centimetre.... 

Decimetre . 

Metre  or  Cen. 
Decametre.... 

.00154 

.15498 

15.498 

1549-8 

154988. 

.0000107 

.0010763 

.1076305 

10.76305 

1076.305 

107630.58 

10763058. 

.000001 

.000119 

.011958 

1.19589 

119.589 

11958  95 

1195895. 

Kilometre . 

Myriametre... 

,38607  a  mis 
38.607 

. 

>57 


THE  PHCENIX  IRON  COMPANY, 


CUBIC  MEASURE. 


Inches 

Feet. 

Yard. 

Cubic  Metres. 

I. 

-  .0005788 

=  .OOOOO2144 

=  .000016386 

1728. 

I. 

.03704 

.028315 

46656. 

27- 

I. 

•764513 

A  CUBIC  FOOT  IS  EQUAL  TO 


1728  cubic  inches. 
•°37°37  cubic  yard. 

.803564  U.  S.  struck  bushel 
of  2150.42  cub.  in. 
3.21426  U.  S.  pecks. 
7.48052  U.  S.  liquid  gallons 
of  231  cubic  in. 
6.42851  U.  S.  dry  gallons  of 
268.8025  cubic  in. 


29.92208  U.  S.  liquid  quarts. 
25.71405  U.  S.  dry  quarts. 
59.84416  U.  S.  liquid  pints. 
51.42809  U.  S.  dry  pints. 
239.37662  U.  S.  gills. 

.26667  flour  barrel  of  3 
struck  bushels. 
.23748  U.  S.  liquid  barrel 
°f  3l /4  gallons. 


A  cubic  inch  of  water  at  62°  Fahr.  weighs  252.458  grains. 
A  cubic  foot  of  water  at  62°  Fahr.  weighs  1002.7  ounces. 
A  cubic  yard  of  water  at  62°  Fahr.  weighs  1692.  pounds. 


FRENCH  CUBIC  OR  SOLID  MEASURE. 


Centilitre . / 

Decilitre . 

Litre . | 

Decalitre . 

Hectolitre....  / 

Kilolitre  or  ( 
Cubic  Metre...  \ 

Myriolitre . / 


Dry ... 
Liquid 
Dry ... 
Liquid 
Dry... 
Liquid 
Dry ... 
Liquid 
Dry ... 
Liquid 
Dry ... 
Liquid 
Dry... 
Liquid 


Pint.  Quart.  Bush.  Cubic  Inch.  Cu.  Ft. 


.0181  .  . 

.021  I  . 

.1816  .0908  . 

.2113  .IO56.. 

1816  90S .  16i.oi6!.03S3 

2.1131  1.056 .  /  J;,J 


i  1 

j.  .61016 


l  6.1016 
>  i 


9.08 
21.13  10.56 

.  90.8 

2 1 1 .3  105.6 


•2837  \ 


1056.5 


2837 

28.37 


10565. 


283-7 


610  16 
6101.6 


•  61016. 


•3531 
3  53i 
35-31 
353  1 


158 


410  WALNUT  ST.,  PHILADELPHIA 


AVOIRDUPOIS  WEIGHT. 


The  standard  avoirdupois  pound  is  the  weight  of  27.7015 
cubic  inches  of  distilled  water,  weighed  in  the  air,  at  39.83 
degrees  Fahr.,  barometer  at  thirty  inches. 


Ounces. 

Pounds.  Quarters. 

Cwts. 

Ton. 

I.  = 

.0625  =  .00223 

=  .000558  = 

:  .000028 

16. 

i-  -0357 

■00S93 

.OOO447 

448. 

28.  1. 

•25 

.OI25 

'792- 

1 12.  4. 

I. 

.05 

35840.  2 

240.  So. 

20. 

I. 

A  drachm  =  27.343  grains. 

A  stone  =  14  pounds. 

A  quintal  =  100  kilogrammes. 

7000  grains  =  1  avoir,  pound  =  1.21528  troy  pounds. 
5760  grains  =  1  troy  pound  =  .82285  av°ir-  pound. 

Kilos  p.  sq.  centirn.  X  '4-22  =  Pounds  p.  sq.  inch. 

Pounds  p.  sq.  inch  X  •°7°3  —  Kilos  p.  sq.  centim. 


FRENCH  WEIGHTS. 


EQUIVALENT  TO  AVOIRDUPOIS. 


Grains. 

Ounces. 

Pounds. 

Milligramme . 

Centigramme . 

•OI5433 
•1 54331 

.000352 

.000022 

Decigramme  . 

'■5433' 

.003527 

.000220 

Gramme . 

I5-433I 

•035275 

.002204 

Decagramme . 

154-33' 

•352758 

.022047 

Hectogramme . 

'543-3' 

3-52758 

•220473 

Kilogramme . 

1 5433- 1 

35-2758 

2.20473 

Myriogramme . 

Quintal . 

Millier  or  Tonne.. 

352-758 

3527-58 

35275-8 

22.0473 

220.473 

2204.73 

I 


THE  PHCENIX  IRON  COMPANY, 


! 


160 


AV'gy 

COlUMtu 


LI CFtlty 

Us“'Ff.:,Tr 


